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8615 OLYMPIC VIEW DR.PDF11111111111111 12644 8615 OLYMPIC VIEW DR DRAINAGE STUDY GREENLEAF-EVANS SINGLE FAMILY RESIDENCE 8615 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON sW� Owner: Lori Greenleaf -Evans 19917 89th Place West Edmonds, WA 98026 (425) 775-3763 ISSUE DATE: 03/23/01 APR 17 2001 PERMIT COUNTER ENGINEERING & ENVIRONMENTAL, INC. 2733 Colby Avenue Everett, WA 98201 (425) 258-2059 (800) 835-4971 Fax (425) 258-5046 .' DRAINAGE PLAN GREENLEAF-EVANS SINGLE FAMILY RESIDENCE . , . tEDMONDS, 8615 OLYMPIC VIEW DRIVE WASHINGTON - •1 ...Owner: I:ori Greenleaf Evans 19917 89th Place'West Edmonds; VA 98026 (425)775=3763: ' ISSUE DATE: 03/23/01 _ .. . . B ett; P. ,., Principal ;Thomas C•• it Engineer sAAA&61 - AA rm eC, lea - . �;`�,S ;• • �. r • l�ivfYEngi • ' I , NA EXPIREB jULY qi TABLE OF CONTENTS ; TAB# .. SECTION. PAGE #• 1. DRAINAGE INFORMATION:SUMMARY 2. r_ EXISTING SITE CONDITIONS - ' ' 2 ; I ' 3 DEVE L PED , O SITE CONDITIONS . S 4. , 4.' 'UPSTREAM -DOWNSTREAM ANALYSIS ; 5 .5. DRAINAGE ANALYSIS' . • 6 i 6. 'EROSION CONTROL RISK •ASSESSMENT � - ,9 7. FIGURES. ' • . 8: DESIGN DATA 9. CALCULATIONS ' . I t•March.23 2001 _ v Report — Drainage Study. (Greenleaf -Evans Residence) t1... DRAINAGE.INFORMATION SUMMARY ' Project Name:' .Greenleaf. -Evans Residence Project Engineer: BEK Engineering -& Environmental, Inc. Project Applicant:. Lori Greenleaf:Evans Project Total Area: 0.89 Acres ' Project Development Area: 0.3 Acres Number of Lots: 1 ' The site is located on a terrace in the 8606 block of Olympic View,Drive.on the'south edge of Snohomish County_Park. The project introduces approximately 7,300 square.feet of impervious area in the form -of., roof and paved'driveway or 18.9 percent of the.lot area. The -proposed stormwater management approach ..is to treat. all .runoff from the driveway and harking area to. water quality standards, and detain the'excess runoff, from the roofs.and'driveway in an underground detention pipe. Release will be.through a single : orifice flow restrictor.to an'infiltration .trench. The .attenuated: discharge will leave_ the property at,pre- development rates along a historical drainage line. . Summary Table 1{ Drainage Basin Information _ Individual Basin Desi ation','i .:: . • " • House & D'rivewa On -site Area acres 0.29 - Type of Siora a Pro osed. Un d. Pie . A" roximate Siota -e Volume 6 450 Soil types Alderwood Gravelly Sand' Loam, 8 to 1-5 % slopes . Pre=develo ed Runoff, Rate Peak cfs 2 ear .009 10 yeaf .027 : f/ 100 year .073.. Post -,developed Runoff.Rate ' More /a ter controllin Peak' cfs '2 year .055/.012 i 10 year., :082/.015.. .. i 100 " ear .139/.064' Type of water quality measures) proposed: '1.... Construction erosion'control BMPs'at.the building. stage'such ds limited work areas, mulch/seed of ' disturbed areas; silt fencing, staked hay bale dams for sediment control, and TESC entrance to control, construction runoff. 2. Catch basin filter insert.to.serve the 'concrete- driveway 'and garage apron: BEK•ENGINEERING & ENVIRONMENTAL, INC. 1 PROJECT: S200644 go March 23, 2001 Report — Drainage Study (Greenleaf -Evans Residence) 2. EXISTING SITE CONDITIONS The site is nominally a 0.9 acre parcel located at 8615 Olympic View Drive. The parcel lies on the north -- side of the road between Olympic View Drive and the Snohomish County Park in the City of Edmonds. The location is shown on the Vicinity Map of Figure 1. An existing driveway begins at the southeast corner of the property and extends approximately 110 feet into the parcel. The driveway was recently used by Wilder Construction as an equipment park for a City retaining wall project on the south side of Olympic View Drive. Approximately 50 feet of the driveway ' remains covered with construction entrance quarry spalls and the remainder is covered with straw mulch. TOPOGRAPHY & SOILS The property is part of a steep terrace that slopes north to Browns Bay. Ground slopes in the project area range between 25 and 30 percent while the slope of the road embankment immediately below Olympic View Drive ranges between 35 and 40 percent. The steepest slopes appear to be oversteepened fills v associated with the construction or improvement of Olympic View Drive and lie within 30 feet of the north sidewalk. A steep fill slope also encroaches on the site along the eastern property line with adjacent Lot 2. Figure 2 shows existing lot contours and surface features. The SCS Soil Survey of Snohomish County identifies the site soils as Alderwood Gravelly Sandy Loam, 8 to 15% Slopes. The slope qualifier is probably appropriate as an area average, but the project area is better described as 15 to 25% Slopes. The soil is further described as being moderately deep with a weakly cemented hardpan layer at a depth of about 35 inches.. The soil is characterized as having moderate permeability above the hardpan layer and moderate available water capacity. The typical soil profile is 20 to 40 inches of gravelly loam over a layer of unweathered glacial till. The underlying glacial till limits the downward percolation of infiltrating rainfall runoff which may produce a perched water table condition during the wet winter months. On the steeper slopes, runoff is rapid and the hazard of water erosion is high if the vegetative cover is disturbed. VEGETATION The eastern one-third of the property is cleared to the edge of the vacated 180' Street right-of-way and covered with native grasses. 'A single red cedar remains below the driveway in the southeast corner of the lot. The western two-thirds of the lot remains covered with immature second growth alder with a moderate understory of Oregon grape, swordfern and bracken fern. Isolated red cedar and Douglas fir occur among the alder, and the ground is covered with forest duff. Stumps and snags of wind thrown trees appear occasionally on the steeper sections of the lot. Continuous tree cover starts in the recently vacated 180'hStreet right-of-way and extends northward through Snohomish County Park. ' DRAINAGE The property forms its own drainage basin. Drainage from upgradient properties is intercepted by the storm drain system installed in Olympic View Drive. A shallow swale along the west property line intercepts runoff from adjacent Lot 4. The flattened fill on adjacent Lot 2 minimizes the runoff crossing the east property line. A shallow Swale aligns with 86' Place West and continues north across the center of the property and into Snohomish County Park (Figure 2). The current ground covers are as follows: IMP Second -Growth Forest = 0.551 Acres Grass & Shrubs = 0.301 Acres Existing Gravel Access = 0.03� Acres Total Lot Area 0.890 Acres BEK ENGINEERING & ENVIRONMENTAL, INC. 2 PROJECT: S200649 VW March 23, 2001' 'Report - Drainage Study.(Greenleaf--Evans Residence) tRITI 'C CAI:'AREAS Erosion Hazard .' ' Slopes along most areas' of the road embankment fall in the 30% to 45% range. In,,a limited area below the intersection with 86'h Place West; the slopes,at the head of:the central'drainage swale are locally as high'• as 57%. The area withslopes above 40% is identified on Figure 2'. The slopes are heavily vegetated and showno sign. of failure or. sliding.. -The existing trees • are not leaning downslope and do.not exhibit the curved trunks characteristic of soil .creep areas. These limited'. observations' that the soil `is shallow 'in the .steeper . areas.- and the underlying , glacial till is maintaining the slopes currently in evidence below Olympic'View. Drive. The steepest section of the road embankment appears, to lie within an extension of the curb, lines on either . . side of 86,' Place West.; Prior to the installation.of•the. catch"basins at the foot of the street, runoff. from ' 86`h Place may.have crossed Olympic View Drive and'contributed to the headward erosion of the Swale. Since the installation .of the storm drain and sidewalk improvements, the existing vegetative cover appears to have' stabilized the'soil in the central drainage: - r BEK ENGINEERING & ENVIRONMENTAL, INC: 3 PROJECT: S200649 March 23; 2001 Report — Drainage Study (Greenleaf -Evans Residence) 3: DEVELOPED SITE CONDITIONS ' CLEARING & GRADING The eastern third of•the loi.has already, cleared of trees an un er t an r ve y d d s ory d e egetated with native grasses. Clearing will be 'confined' to 'the westem two thirds; of the plot. Trees and understory will be . .. removed from the toe of the road• embankment to the north property line to. clear the construction area. Trees will be. 'removed, from the steep" -slopes along 'Olympic View Drive, but the understory will.be.- ' retained to hold the shallow soils. The extent of.tree reoval and clearing is'sho,wn.in the attached TESC Plan. ; Areas above and- below the house will be flattened for foot . traffic._ The existing driveway will be t extended down to a parking are on the east .end of the house. A series.of low rockeries will be constructed above the driveway and parking area to match existing grade. -Excavated material.will be spread in areas .below,the parking area and the. house to create. a ground. floor walk out' area. -The fill ' below the house area. will be'used to provide cover for the •stormwater,detention pipe. , DRAINAGE - Figure 3' shows the impervious surfaces, added by the proposed development. Surface arid, subsurface drainage from the steep slope above the •house,will be intercepted by a, tow rockery at the toe of the•slope and diverted -to the west end of the- house`by a curtain drain'in the .'front yard. Clean runoff .from the" house and ara a roofs will be i ed' to an under ound detenti n ip a located in h• fill w g g p p gr o p p the 1 below the parking area. Runoff from .the. paved driveway and parking area'will be collected in a slot drain,iri front , of the, garage' and, treated to water quality standards in a -.catch basin filter. The catch basin filter will ' discharge to the detention pipe as well. A single orifice flow restrictor will control the release of excess runoff to an infiltration trench located on the north property line. For the 2 and 10 year storrri .events, the infiltration trench will completely, disperse "the excess runoff.. For the •100 year storm event, the infiltration trench will act as a level spreader and release the historical peak flow as surface runoff. As shown in the following table, the impervious areas introduced by development represent 32,percent of tthe property area. Second -Growth Forest = . •0.261 Acies " • "Retained Understory - • 0.131 Acres Grass & Shrubs 0.330 Acres Driveway & Parking = 0.072 Acres _ Roofs, Walks & Decks _ ,' 0.096 Acres _ Total Lot Area r 0:890 Acres BEK ENGINEER ING'& ENVIRONMENTAL, WC_ 4 PROJECT:.S200649 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 March 23, 2001 Report — Drainage Study (Greenleaf -Evans Residence) 4. UPSTREAM — DOWNSTREAM ANALYSES UPSTREAM CONDITIONS As discussed under existing site conditions, the drainage from properties upstream of the site is largely intercepted by the curb and storm drain system along Olympic View Drive. Inlet catch basin 5-105 is visible in the middle distance. The proposed development will not change the runoff quantities from upstream properties nor will it add to the conveyance requirements of the existing storm drain. DOWNSTREAM CONDITIONS All runoff from the site is discharged at the northern property line into the second growth forest covering the Snohomish County Park. The project will maintain this routing and attenuate the peak flows to historical values. BEK ENGINEERING & ENVIRONMENTAL, INC. 5 PROJECT: S200649 M3 March 23, 2001 Report — Drainage Study (Greenleaf -Evans Residence) 5. DRAINAGE ANALYSIS The approach taken for this project uses underground pipe detention to attenuate the increased runoff from the new impervious areas. The analysis concentrates on treating, detaining, and redistributing the runoff from the small impervious areas introduced by residential development, and ignores the pervious areas of the lot that remain unchanged by the construction of the residence. The lot basin includes all of the impervious areas converted to paved driveway and house roof. Runoff quantities and hydrograph routing routines are performed using the Waterworks 4.13 software by Engenious, Inc. Computer output summaries are provided in Section 9 of this report. Design Data Rainfall and soils information for the site are taken from Soil Conservation Service publications. A copy of the rainfall isopluvals and area soil map are included in Section 8. In addition, this Section contains a description of the properties of the Alderwood Gravelly Sandy Loam that underlies the site. Alderwood soils are designated as hydrologic group C soils in the Stormwater Management Manual for the Puget Sound Basin. A table of runoff curve numbers is also provided. Basin Delineation The small lot is analyzed as a single basin. In all of the drainage calculations, the pre -development condition is taken as second growth forest without any drainage credit for the cleared areas of the property or the immaturity of the existing forest cover. As shown in Figure 3, the impervious areas of the project include roofs, walks and decks totaling 0.096 acres, and the driveway and parking area totaling 0.072 acres. The road embankment above the residence will be hydraulically isolated from the project area by the front yard rockery and curtain drain, but the road embankment above the driveway will drain to the driveway drainage swale. Pre -Developed Condition Second Growth Forest 0.288 acres CN = 81 L -' Developed Condition Roofs, walks & decks 0.096 acres CN = 98 Paved surfaces 0.072 acres CN = 98 Landscaping 0.120 acres CN = 86 -ar Collection The runoff from the house and garage roof is collected in the gutters and downspouts and tightlined to the manhole on the western end of the detention pipe. The driveway and parking areas runoff is collected in a slot drain in the parking area. The slot drain discharges to a catch basin equipped with a filter insert. The filter removes silt as well as oil and grease pollutants likely to arise from vehicle transit and parking. The catch basin discharges to the manhole on the western end of the detention pipe. BEK ENGINEERING & ENVIRONMENTAL, INC. 6 PROJECT: S200649 March 23, 20.01 ' Report — Drainage,Study (Greenleaf -Evans Residence) HYDROGRAPH`SUMMAR YT TAB LE HYD ` . PEAK TIME •VOLUME. .CONTRIBUTING . # RUNOFF,- OF OF AREA 'RATE . PEAK' HYDRO (acres) (cfs) (min.) , (if) 1 0.009 ' 490 - 329 0.288 2,year undeveloped - 2 . 0.027 480 632 . , 0.288 10 year undeveloped ° 3 0.073. -480 1'373 • 0.288 100 year. undeveloped �. 4 0.014, 410 335 0.192* 6.0 month WQ storm ' 5. ' ' ' 0.055 480, 946. 0.288. 2 year developed., 6 0.082 480' 1385 0.288' : 10 year developed � . , 7 0.139 480 ; 2318, 0.2881, 100 year developed ' 10 0.014 680 .946. 0.288 2 year orifice release 11 - 0.029 ' 610 1385 0.288.. " 10year•orifice release 12 0.139. .480 2318. .0.288 100 year'orifice release; , 15' 0.012 1210 946 0.288 2 year trench release 16 - 0.015 . 1 _A40 1385 0.288 10 year trench release ''. i.7 -' 0.064 ; 530. 2319 0.288, : 1.00 year trench release * only the 0.072 acres. of pavement actually'require wafer quality, treatment Driveway Drainage•Swale Conveyance ' Because. the proposed paved driveway will' retain -the .16% to 20% grade of the *existing access, -the drainage, swale adjacent•to'the-driveway will be rock lined for:erosionprotection. The driveway and upgradient road embankment -cover 0.192 acres, so the :peak flow, generated by the 100 year event is ' approximately. r 0.192/0:288 x 0.139 cfs = 0:092 cfs. ' Conveyance calculations in Section 9 show that peak velocity during the 100 year event will be 2.6 fps with a. flowing. depth of 1.3 inches. -At this .low . flow depth, the rock liner will provide sufficient roughness to,continuously redistribute the flow. Permanent rock check dams are not required for. erosion ' control in the swale and the slot drain=will intercept the runoff'as it disperses across the parking apron. A, detail of the driveway 'and swale'construction is provided in'the'accompanying drawings. Water Quality Treatment The runoff'from the paved driveway. and parking area. will be treated to, water-- quality standards by „ filtration. A slot drain will be used, to intercept the runoff from the -upper driveway and; parking pad and ' the drain will discharge'to a filter',installed .in a catch basin. A StreamGuard #3021-'Catch Basin Insert with an oil absorbent filter pack can treat a maximum flow.of approximately 120, gpm of run0ff , A single insert is more "than adequate to treat. the 6.3 gallon, per, minute runoff from the driveway d4iing the:6 month water quality, storm. Jbe insert will filter the 0.092 cfs (42 gpm) peak flow of the I00-.year event" .without bypass flow. The catch basin will drain to the detention pipe manhole. BEK ENGINEERING & ENVIRONMENTAL, INC. • 7, PROJECT: $20064.9 " March' 23, 2001 Report — Drainage Study (Greenleaf -Evans Residence) Detention Pipe. ' The lot.ha's no room for a detention pond so an underground.pipe is proposed.for live storage of the runoMfrom both the.payed areas and the roof. A 36 linch diameter pipe will be buried iii the area'north of the parking apron. ' As,shown in the accompanying drawings,, the western 'end, of the pipe will be ' anchored,by a 54 inch diameter Type 'II manhole which -houses the flow restrictor orifice and riser pipe. The eastern manhole .will be formed'from a 36 inch pipe tee With, end caps and.a,manhole access for inspection and cleanout. Boni access covers will be the locking type. One foot of cover is adequate for this area since there- is no vehicular access to the lower -yard. . The required storage volumeds determined by the level pool routing routine during the design of the flow ' restriction device.', Starting with a trial length .of 50 feet, Waterworks shortens the pipe until the peak. stage of the 100-year event- remains below the maximum elevation used. in the problem setup.: In this - case, the nninimum ,pipe length is 45 .feet. Additional detention.. volume is provided by lengthening. the pipe. An additional-24%o storage capacity.is provided.to,meet DOE•requirements by. lengthening'the'•pipa.- ` ' to 60 feet plus nianholes..'The stage -storage -listing for the minimum -length detention pipe is provided in Section 9. , 1 Control Structure A simple orifice and riser pipe control structure is mounted in the western manhole. For. simplicity, a ' ''single orifice _design is'proposed for this .residential application.. A 5/8 inch -diameter .orifice is the minimum size permi. ted;by the City of Edmonds. This size "provides a reasonable mat6h with the. pre - developed 2 year storm peak. The peak releases for the 10 year and 100 year storm events overflow the top of the. -riser pipe but "are. attenuated in the void volume 'of the infiltration trench: jhe -top of the riser + pipe also provides ,a 6 inch diameter overflow orifice for emergency situations. The details of the single orifice flow restrictor� are shown in the accompanying drawings. Iltfifty4tiorTriench/Level Spreader From the flow_ ' restrictor-manhole, the attenuated runoff will be piped to. an infiltration'trench near the north property- line. The trench is sized to- infiltrate most' of the site discharge and further reduce the excess flow from the 10 year and 100 year storm to, match. pre -developed peaks. The level -pool routing calculation shows that the 2 year and 10 year peak' flows are fully infiltrated.by a 5.0 foot trench. There ' ' will be, some surface release. during -the- 100 year storm event, but the flow will be less' than the pre-. development peak.' : ' ' The house foundation will lie between the infiltration trench and any subsurface water sources..•With surface runoff. intercepted"by the rockeries and curtain drain, the soil below the;house should be protected, from ariy perched groundwater problems during the wet winter'months. - BEK ENGINEERINGENVIRONMENTAL, INC. 8 „ PROJECT: S200649'- March 23, 2601 Report — Drainage.Study,(Greenleaf--Evans Residence) : 6. - EROSION, CONTROL RISK ASSESSMENT Slope: Typically 20% -30% in the project area with significantly higher values` on'the face of the road embankment. Critical areas: Steep slopes adjacent.to Olympic View .Drive are typically 40% and locally reach 60,%0.". Soils: Alderwood.Gravelly.Sandy Loam, 8 to 15•percent slopes belonging to hydrologic group C . Ground .movement -potential:. Site appears- geologically` stable. -No visual evidence of slope. failure .on. the heavily vegetated slopes below Olympic View Drive. Sources of water, for erosion: Rainfall runoff.. - Nearest downstream water body other than road ditches; Puget Sound. ; Nearest fish-bearing,waters: Puget Sound. EROSION CONTROL.MEASURES, - For the area immediately adjacent to Olympic View Drive, the potential, for significant erosion or siltation' impact is high due to the steep slopes, the shallow" soils, and the potential. for overtopping the street curb - ' and'sidewalk iri."low..frequency. storm events.- For the, proposed project-area,.the erosion potential, is moderate because of lower slopes, and the" interception and attenuation of 'surface runoff by the benches excavated for the proposed driveway, rockeries -and curtain drain. Risk can be readily addressed by'' ' maintaining ,the understory vegetation on, the steep -'slopes, by applying standard erosion control BMPs in the' project area,,` and by, limiting. -the. area -of disturbance through good -construction sequencing-. Specifically: During construction" The , existing "temporary construction entrance at�Olympic •View Drive will be maintained through the construction period. Existing vegetative cover and-understory will be maintained in the steep slope areas below the road and all danger trees upslope' from the project 'area will be ' .)"removed'., Silt fencing will be . installed along the, northern property "line and the western edge of the project area.as tree removal progresses. The existing driveway will be'brought. to grade and covered with gravel. -A drainage swale will be formed in, the gravel_ base course on the cut -bank side of the. driveway. Multiple straw balem darnswill be -installed- against thedriveway-cut bank to reduce the runoff velocity in the side ditch.' Silt fencing will be faced with straw bales in the flow line, of the central drainage.swale:, ;After final: grading: Pervious areas will. be cultivated to restore permeability and mulched/seeded to establish the permanent vegetative cover. " The mulch cover will be. maintained in the upslope clearings and rockery benches until the natural groundcover is reestablished. TESC components will be.removed ° when the -permanent vegetation is well established and the catch basin filter insert,and.detention piping no longer require silt protection -BEK ENGINEERING & ENVIRONMENTAL; INQ. 9 - PROJECT: S200649. , I� GRAPHIC SCALE ; 2000 0 2000 - 4000 ; ' •2000 FEET t. INCH = REFERENCE. EAST. EDMONDS QUADRANGLE (U.S.as IW): FIGURE an M0v szooacv � ct° z 102"nr VICINITY MAP < M38 ta„b" Sbwt, GREENLEAF-EVANS RESIDENCE "a BEK ENGINEERING & � eo; °esa76--s�°, EDMONDSMA 01D f° eoTmu e.e. ENVIRONMENTAL, INC. Pk. . Foe (xo> eye—�ese °"1° ruin, 2001 'r' N r - z000' % ►u:. N LU ly- LL min W Z � .w Z to W Z N W` NWa Q12.3. 'y mN WQ0 pW0 � rr^^ W W w_ Q J . W 0 o 00_ o. y aa� z 0 o ,r zZ z W 0 � `1> ,. LJ Z Q] W 01 ... - m o 6 e 2-Alderwood gravelly sandy loam, 8 to 15 percent Rotation grazing helps to, maintain the qualityof slopes. This moderately -well. drained soil is on till plains. It, is moderately deep over -A hardpan. The "soil formed 'in forage. Use of proper stocking rates, pasture rotation,, and restricted grazing during wet periods helps to keep -glacial till. Areas. are. long and narrow. They are about ' - 'the pasture in good condition and to protect the soil from . 125 acres in size.,The- native vegetation is mainly.' conifers and hardwoods. Elevation. is 50 io;550.feet. The erosion. Periodic mowing and -clipping help to maintain uniform growth, discourage selective grazing, and reduce average annual precipitation ,is about 40 inches, the clumpy growth. Average annual air temperature is, about 50 degrees.F, - Proper grazing practices and weed control are needed, , and the average frost -free season is 170 to 190 days. - .. Typically, the surface layer is very- dark. grayish brown- - ." for maximum quality of forage.. In some years, ..supplemental, irrigation is also needed. Fertilizer is gravelly sandy loam about 7 inches thick. The upper part of the subsoil is dark•yellowish brown and dark brown _. .- needed•for optimum growth of grasses and legumes: The'main limitations.for homesiies and septic tank very gravelly sandy loam about 23 inches thick. The - part 'is olive brown very gravelly sandy loam,about absorption' lields are the depth to the weakly cemented hardpan and•wetness because•of the seasonal high. 'lower, 5 inches thick. A weakly cemented'hardpan_is at a depth of about 35 inches. Depth to the hardpan ranges from water table. Effluent from absorption fields flows laterally 20ao above the hardpan and may seep at the bottom of, ' uded ih this Included in this unit are small areas of Everett; -Indianola, and Kitsap soils on, terraces and uplands. •Also' -, slopes. Drainage is needed if•buildings.with basements'. , and crawl spaces are constructed. During construction, included are small areas of Aldervvood gravelly sandy disturbed areas need to be seeded and runoff controlled . ' loam, 2 to 8 percent slopes. Iricl ded areas make up about 15 percent of the total acreage.. to protect the soil from erosion. Temporary sediment ..basins can be..used in construction areas to reducethe Permeability of this Alderwood soil is moderately rapid above the hardpan and very slow through it. Available : amount of sediment in runoff water. - This map unit is in :capability subclass IVe. water capacity is low. Effective rooting' depth is 20 to 40 ' Runoff ..inches. is slow, and the hazard of water erosion is slight. A -seasonal perched watertable is at a depth of 18 to 36 inches from January to March. , This unit is used mainly as woodland. It is' -also used, for r, hay and pasture and for urban development. • Douglas -fir is the main woodland species on this unit. On the basis of a 100-year site curve; the mean site index is 142. On the basis of a-50-year'site curve, the mean site index is 108. The mean annual increment at culmination. (CMAI).for-Douglas-fir at age 65 is 148�cubic feet, per acre. Among the trees of limited extent are ' western redcedar, western hemlock, and red. •alder. Among the common forest unde_rstory;plants. are salal; ever' reen huckleberry, Oregon -grape, 9 rY, brackenfern, and western swordfern. This unit. is well suited to year=round logging. Logging roads require suitable surfacing for -year-round .use.. Rock for road construction is not readily available' on this unit: - Brush competition is the -main limitation/for the production of timber. - Reforestation.can b'e accomplished-by.planting Douglas -fir seedlings. If seed trees,are.present, natural ." 'reforestation of cutover areas,by red alder occ4rs 'periodically. When openings are made in the, canopy;'" invading brushy• plants, if not controlled, can prevent•, the ' establishment of seedlings.; Because the rooting depth is .restricted by a cemented pan, trees are subject to ' • windth row. This unit is suited to hay and pasture. The main limitations are slope and the weakly cemented hardpan, • which limits the use of the soil in this unit for deep- , . ' rooted plants. Grazing when the: soil is wet results in compaction -of the surface, layer, poor tilth, and excessive . runoff: _ . Snohomish" County Area; Washington 189' . TABLE.15-.--WATER FEATURES. ["Floo.ding" 'and "water. table"; and ,terms. such -as "rar,e,"' "apparent," and."perched" are-explained'in the ' text. The symbol < means less -than;.>.mean3'more'than. Absence of an. entry..indicates 'that the feature is not a concern] High wa er• taSTe '. Soil name and !Hydrologic; map symbol ! group.: ! Frequency ! Duration ! Months,'! Depth .�! Kind' ! Months 1,. 2, 3z-;--------------! : CO !None------------! --- ! .--- -1 - 153.0 !Perched, ! Jan -Mar .Alderwood ! ! 'Alderwood--------=-----! C 'None------------! --- !..--- ! - ,!Perched „ ! Jan -Mar ' ' A' lNQne------------! --= ! --- "! >6Everett=-r------=----=! 0 ! --- ! --- 5* 6*. Alderwood--=--=-------- ! C" .;None--------- -!. ! l.1:5-3:0 !Perched � ! Jan -Mar Urban land. ! • C !None------- ! --- ! Oct -Jun.'s +1-1..0 :Apparent ! Oct -Jun Aellingham' ----'' 8------: =- -- ,. D' !Frequen't- ------- !Very long-----! Oct -Jun !' +1-1:0. '.Apparent Oct -Jun Bellingham Variant : ' 9,..10, 11---------------! 'C :None----== ---=--! --- ! --- > 0 --- 6. I. ! --- Cathcart _.:'., Cryohemists e 13--------------;-------! C !.. = ---- 1 -':'None----_-- -! ---,. --- : : 0-- !Apparent ! Nov -Mar Custer i 14------------=--------.-! C !None-----= ------- ! --- --- 1 - 1Per,ched 53.0 Noy -Jun Elwell1. 1 r ' 150: Elwell------------=----i. C Is !None------------! ---. : --- :' .5-3.0':Per.ched !.Nov -Jun ' Olomount--------------- : C !None--=---------: - --- i : ---. ! 1-.5 -3.5 :Perched._ : Nov -May t60 ,• , Elwell-----------------!' C !None -------- ---- :.. --- : --- ! 1.5-3 0 '!Perched' ! Nov=Jun . ' Olomount--------------- : C_ :None------------: ---. ! --- ! - !Perched. 1.5 3.5 ! Nov -May Rock -'outcrop. ' . ! .. -------1 17,''18, 19------- ; A .`:None=-----------:' --- ! --- : .>6'.0: ! --- : --- Everett -26*. Fluvaquents 1 21--=--------=---r------: C !None------------: --- --- ! !' .5-3.0 :Percfied 1' ! ! Dec -May Getchell ! "' 22*: . Getchell-=-------------: C !None---- ! ! ! 0 1.5-3. !Perched. : Dec -May ' Osor---=------------ -! C ------ !None:---- -:- ; : 1.5-3.0 $Perched- ! Nov -May 230:„� �. ! :Getchell----=--------=-:" C :None------=----! - --- !. --- 1'S 3.0 !PerchedMay 'Dec _ See.footnote at endcof <table. STORMWATER'.MANAGE NT'MANUAL FOR THE PUGET SOUND •BASIN. IT Table III-1.3 SC § Western Washington Runoff Curve Numbers •(Pub.lis�ed by.,SCS In 1982), Runoff curve numbers'for selected agricultural, suburban and -urban " land use for Type,.1A rainfall distribution, 24-hour storm duration. . LAND USE DESCRIPTION' CURVE NUMBERS,BY• HYDROLOGIC„SOIL GROUP' Cultivated land(,.1)': winter condition.' 86. 91 94 .. ' 95 Mountain. open areas: low•growing brush`•&'grasslands 74- 82 89 92 Meadow 'or pasture: 65 •78• 85 89 Wood,or forest'land: ,'undisturbed .42 64 76.• 81 Wood orif.orest land: young,second growth or brush 55_ 72 81 86'- Orchard:, with cover crop 81 88 .92 947 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. ' Good.,condition: grass cover on k75%',of the 68 80 86 90 area jO Fair' condition: '--grass cover on 50-75% of, 77 .85 90. 92 the' area Gravel -roads- &'parking'lots6' 76 85-, •89 91 ' Dirt roads . & parking lots: ' • - 72 8.2 87 89, : ' Impervious surfaces, pavement, roofs etc. " 98 98 98 .98 Open water bodies:, lakes, wetlands,' ponds etc., '100 '100. 100, 100- Single,family,residential(2): Dwelling.Unit/Gross Acre %ImpeiVious(3) Separate curve'number 1.0 DU/GA 15 shall be. selected for 1.5 DU/GA 20 pervious & impervious ' 2.0.DU/GA '25 portions.of the site 2.5 DU/GA. 30.. or .basin 3.0 DU/GAS 34, 3.5 DU/GA - 38 4.0• DU/GAS . 4.2 4.5 DU/GA 46 5.0 DU/GA 48. 5.5- DU/GA. -' 5'0.' 6.0- DU/GA •-52 _ 6.5 DU/GA 54 7.0 DU/GA 56 a PUD'ai condos, apartments,- %impervious comme'rc'ial businesses &. �; _ must be industrial areas.'. , -computed %- (1)• For a�more detailed description of:agricultural land use.curve:numbere refer to National Engineering Handbook., Sec. 4, Hydrology,, Chapter.9, August 1972.- ' (2) Assumee'roof and driveway runoff is directed•into st're.et/storm system. (3) The remaining pervious'areas-'(lawn) are considered to.be in good. --condition for these curve numbers. III-1-12 -,FEBRUARY, 1992 ' Snohomish County Area; Washington i ' " 183 - TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF .SOILS ' [The symbol•( means lest than;,>'means more thin. ''Entries under "Erosion factors--T" apply to the'ent.ire entry' indicates' profile. Entries under "Organic matter" apply ,only to the surf -ace layer. Absence of an that data were not available or were -not estimated] , ;Organic Erosion factors Soil name and •',Depth',Clay <2mm', Permeability ', Available. ',. Soil ',-Sh'rink=swell ', . map symbol ; ;, - ', ', water capacity ;reaction;" potential 1, i matter 1 1 , K '', 'T. n ,Fct In/hr, , -• in/in l pH c ' ', —. 1, 2, 3----------, 0-71 5-10 ,• 2.0-6.0 , 0.07-0.11 ,5 A -6.5 -- ,Low----------10.20, 2, , 5-10 Alderwood _ ', 7-351 .5-10 ; 2:0-6.0,', 0.07-0'.1'1 ',5.6-6.5,'',Low------------:0.20: ; �- , ` .40 Alderwood------ ; '0-7 ; 5-16 ; 2.0-6.0 ; 0.07-0.11 ;5.1-6.5 !Low ------ =-==--� .-201 2 ; 5-10 ', 7-35', 5-10 ', 2.0-6.0 i 0.07=0.11 '15.6-6.5 ;Low--------=---',0.20', ; 35 ',-- ' 't --- --- --------==-----------=� 1 ' ' ---; Everett--- -; 0-6 ', 5-10 ', 2.0-6.0 ;- 0.08-0.12 .5.6-6.5, - ',Low------------',0:17', 1 ; 10-15, ',:6-18', •5-10 ; ";6.0-20 •0.05-0.08 15.6-6.5 ; Low ------- ------ iq.10',' ; ',18;601, 0-5 ; 6.0-20 ; 0.02-0.05 15.6-6..5 ;Low ----------- --',0.10', ; .., ' ' 1 1 , 1 •1 , 1 .1 1 . • Alderwood-,-----=', 0-7 ; 5-10 ; 2:0-6.0 ;' 0**0 -0.11 ',5.1-6.5-',Low ------------- ',0.20',' .2 ; 5-10 , ', T-35', 5-10 1 , 2:0-6.0 ,, 0.07-0.11 ',5.6�6.5'',Low-----------=',0.201 - • 1 35 -----------r---1----1 • Urban land. , , , , 7-=--------------Ir 0-9 ; 15-30 - ; 0.2-0.6 ; 0:20-0.24 , ',S.6-6.5 ;Low---------',0.22', S ; 10-1.5 I' Bellingham.; ;, 9-601 40-60 ;' 0.06-0.2 ; "0.20-0.24 ',6.1-7.3. ',High-=-=-------.',0:' 4', ' 1 8----------------', 0-6 27-35 ', 0.2-0:6 - ', 0.19-0.2,1 ',5,1-5.,5• ',Moderate ------- 10-321.'5 ', 10-15 Bellingham ', 6-421 35-45 '; - .0:06-0.2 ', 0.18-0.2,1 14.5-5.5 ',High--=--- ----- .:0.321'. Variant 1•42-601 12-30, 1 R 0.2-0.6 ', 0.14-0.16,, ',.4.5-5.0,',Moderate--- - ---',0.321 ; 10, 11----:---; 0-8 ', -=- ', - 0.6-2.0 ;- 0.18-0.20 14.5-6.0 ',Low----------=-',0:371 S ', 5-10 8-351 0.6-2.0 i 0.13-0.17 15.1-6.5 'Lou--=---------', - 0.43IC•athcart t ` ',35-60',,•.--- - ; 0.6-2.0 ;. 1 9.14-0.1T 1,5.1-6.5 1 ',Low------------',0 T', 1 ' � 1 1 12*. 1 Cryohemists 1 , 1 13---------------', 0-9 ; 10-15 ', 2.0-6.0 0.13-0.15 ',5.6-6.0 !Low ------------',0.28'1 5 5-10,. Custer ',,9-35', 0-10,-',. 0':2=0.6 ', 0:06-0.08' ',S.1-5.5' ;Low------------',.0.24', ', ,- . •135-60', 0-10 >20 O.06-0.09 "15'.6-6.0 ',Loa'.--------',0.10i _; •, 1 1 1 I 1 . 14-= --�----------', 0-2 ', --- ', 0.6-2.0 ',�• 0.22-0.26 ',3.6-5.5 ,0.37', 2 1 ',Low----=-------', 1 - ', 1'0; 15 Elwell ', 2-231, --- ', '0.6-2.0 ', 0.19-0.23: ',5.1-5..5. Mow------------',0:43', ', 123-271 --- ', 6.6-2.0 =,', 0.09-0.13 15.1-5:5 ',Low=-----------',0.281, }. ' 1 1 1 1 1 1 1 / 1 1 15*: • _ _' Elwell , 0-2 , , 0.6-2.0 „ 0.22 -0.26 1 ; 3.6-5.,5 1 ',Low---==--:-=--', 0.37 � 2 ; 10 .15 ', 2-23', --- ', 0.6'-2.0 ; ', 0.19-0.23 ',S.1=5.5'',Lown--r-.-----r-10.431 ',23-27', --- 0.6-2.0 ', -; 0.09-0.13 ',5.1-5.5 ;Low-=---------=',0:28: Olomountr-------', 0-2 ',, ', 0,.6-2.0 ', 0.13-0.16 15.1-5.5 ',Low--=---------10.241 2 ; 2-5 ', 2-18',, --- ; 0.6-2.0_-, 1 0.1,1-0.14 ',5.6-6.0 ;Low------=-----',0.28', :18-32: --- " ' 0.6-2.0_ ', 0.-08-0.10 ',5.6-6.5,',Low=----------=',0,.2ail '----', 2 ', 3 ', --- ', --- ', --- ', --- ',------- ------.. _ • 1*• E1we11- --------- ', 0-2 ', '-- - 1 .0.6-2-.01 ;� 0.22-0.26 '1 ,3.6-5.5 '. _' ---- 0:371 2 ,Low ------ =', } 10-15 : • ', 2-23', --- } o.6-2.0 ; 0'19-0.23 1 -5.5 ',Low---------;-",0.43, ; ' .23_27',. ', 27',_ ' 0.6_2:0 ',• 0.09_0.`13 15:1_5.5 ',Low----------- ',0�28', 1 I -,- -, 1 1 ', See footnote .at end of tattle: - -. 3/19/:01 1 :56:9, pm --.Shareware .Release ;page 1 GREENLEAF-EVANS RESIDENCE ALL IMPERVIOUS.SURFACES '• DETENTION/INFILTRATION BASIN SUMMARY BASIN ID: DEV10 NAME: DEVELOPED,10 YEAR STORM SBUH METHODOLOGY TOTAL AREA':..':....: 0.29 Acres 'BASEFLOWS-: 0.00. cfs RAINFALL.TYPE... TYPElA PERV IMP -. PRECIPITATION. 2.00 inches AREA....: 0.12'.Acres 0.17 Acres TIME JNTERVAL..... 10.00 min CN...'.. 83.00 98.00 TC. 8.96. min 5..00 min ABSTRACTION COEFF: 0..20 - - PEAK RATE: t 0,A8 cfs,, VOL: 0:03 Ac_ -ft TIME: 480 min • DEVELOPED' 100''YEAR STORM • - BASIN� ID: DEV100 NAME:. . SBUH METHODOLOGY" r TOTAL AREA....,.•..: � 0.29 Acres •' BASEFLOWS: •0..00 cfs s RAINFALL TYPE....:. TYPEIA PERV IMP PRECIPITATION... 3.00 inches AREA'..: '0_12 Acres 0.17 Acres; TIME -INTERVAL.... 10.0-0. min CN.,. 83 . 00 98.00 TC. ... 8.-96: min 5..00 min ABSTRACTION COEFF: 0.20 ' PEAK RATE : 0. 14- cfs - VOL: " , 0 :. 0 5 Ac - f t_ TIME : 480.-min BASIN ID: DEV2- NAME: DEVELOPED,2 YEAR STORM SBtJH •'METHODOLOGY, . '• TOTAL AREA.......: 0.29.Acres BASEFLOWS: 0..00 cfs ; RAINFALL TYPE.::..: TYPE1A' PERV IMP ; PRECIPITATION.. 1.50.inches, AREA..: 0.712 Acres'. 0-:17,Acres , ' 'TIME INTERVAL..... 10 .AO min CN... :.. '83 . 00' 8-•. 00 . TC..... 8.96 min 5.00, min_ ABSTRACTION_ COEFF: 0.20 ' PEAK RATE: 0.06 cfs VOL: 0..02'Ac-ft TIME: 480 min; • DEVELOPED 6 MONTH STORM. - A :IN ID: DEV6M0 NAME. B S � _ SBUH METHODOLOGY - '..,,TOTAL -AREA ........ 0.07 Acres -BASEFLOWS: 0..00 cfs RAINFALL TYPE. :; TYPElA- PERV IMP PRECIPITATION....: 1.'50 inches AREA..:0.00 Acres 0.07 Acres I n-CN..0.00 98.00_ TIME INTERVAL10:00mi ' TC. .. 0:0.0 min 0.75 min ABSTRACTION,COEFF: 0.20. ; impTcReach - Sheet- L::_' 15.00 ns; O'.0110 p2yr:. 1.50 s:0..0200 im' TcReach Shallow .-L-:- 190. 00 'ks:27..00, s:0. 1600 impTcl�i ach - ,Channel, L: .2.5.�00 kc:42.. 0-.s:O..0200 ; PEAK RATE: 0.,02 cfs- VOL: 0.01 Ac-ft. TIME.:. 470 min . �- '-�,y1z�{���5 n�.T-.�t1LYS �'b • '3/`�1�11 . �tU2s'�.'�e�wg �q.�cyz�y��` V1'9 01 1:•56:9 pm Shareware Release' page 2 ' GREENLEAF-EVANS.RESIDENCE ALL IMPERVIOUS SURFACES = ; DETENTLON/INFILTRATION ' ______BASIN SUMMARY ---------- BASIN. ID:,UNDEV10' NAME: UNDEVELOPED 10.YEAR STORM. SBUH METHODOLOGY -TOTAL;, AREA....... •.: .0 .29 Acres BASEFLOWS i 0 .00 cfs ' RAINFALL TYPE:...: PRECIPITATION.. TYPEIA PERV -2.,.00 inches AREA.. 0.29'Acres IMP -0.00,'Acres- TIME, INTERVAL.... 10.,00 min. CN..... 81.•00 0".0.0 ' ABSTRACTION COEFF:• TC..... '8•:96 min 0:.20 b.00.min PEAK RATE: 0.03' cfs VOL'.:• 0.01 Ac-ft/ TIME: 480 _ min.. BASIN ID:'UNDEV100 NAME:'UNDEVELOPED'100 YEAR STORM SBUH,.METHODOLOGY TOTAL,AR'EA.. ,...:.: 0.29 Acres BASEFLOWS: 0.00 •.cfs , .• . RAINFALL .TYPE'... •.: PRECIPITATION..... ' TYPE1A PERV 3 :.00 inche's AREA.:.:. 0.29 Acres 'IMP 0..*00. Acres TIME INTERVAL....: 10.00 mri CN.:..: 81.00 0,00 .. ' ABSTRACTION, COEFF :• TC. ... .,8.9.6 min • 0.. 2 0 _ 0.00 min. PEAK RATE:. 0:07 cfs VOL: 0.03 Ac-ft, TIME: 48`0 min.*.-., ;.BASIN ID: UNDEV2 • NAME: UNDEVELOPED 2. YEAR,'STORM SBUH. METHODOLOGY--, _ TOTAL AREA.,...-... ' 0.'29 Acres BASEFLOWS:. 0.00 .c•fs ' ' RAINFALL . TYPE .....:. PRECIPITATION.,...: TYPEIA . = PERV : , 1.50 inches AREA..': _ 0.29 Acres IMP 6.00 Acres TIME INTERVAL....: 10.00.'min "CN.....: 81.00 0:00 ' - TC.. .. 8 96 min, 0. 00 ABSTRACTION COEFF':' 0.20. ,min, " TcReach.. ' Sheet .'Lj, ?,0.00,.ns:0.-4.000* p2yr.: 1.50 s':0.4.000" '♦ Shallow- L.Z 40.00 ks :,5. 00: s : 0.. 2500 ,TcReach PEAK RATE: ' ',0.01 cfs .'VOL: ' 0_0-.I •Ac-ft -•TIME: 490 min,' 1'Q �??. ' 3/1:9/01' 3:58:16 pm Shareware Release .,' Page• -GREENLEAF-EVANS RESIDENCE ALL. IMPERVIOUS: SURFACES, " ' DETENTION/INFILTRATION -------------- HYDROGRAP.H.SUMMARY PEAK TI-ME VOLUME ' HYD-` RUNOFF.- OF' OF Contrib NUM ;RATE- PEAK. ',HYDRO Area cfs min. cf\AcFt Acres ---------------------------------_--__=______ 1 0.009 490,' 3.29,cf _0.•29 2Y�gQ, 2 ,_,0..027 , '480 '632 cf 0:2'9� -io, 3 . 0.073 - 480 1373 cf :0.•29 ��. 4 ' 0 ". 014 - 4 7 0 2 64 c f 0 . 190, ¢ No aA� dZ,Fhwv? i 5 0 .05 5 4.8 0 946 cf' 0 .2 9 ;2 ' Y�R O�Aa7404 ' 6 0.082 48'0 1385 cf. 0, 29 io` ►� Jl 7 0.139. -480'- 231-8cf 0'.29 k ' 1.0 0.014 6.80 946 cf, 0 .2'9 Z 'Y�q�Q F74l1 fZGGL�?95�: ' ' 11'- 0..029 610, 1385 .cf . 0':29 r 12 ' 0-. 13,9 480 2318.. cf 0.29 ipo 15 16 0.012, 0:015- '1210 1340.. 946 of 1385 cf 0.297W 0.29':�p` J0V=A .17 0.064. _ ' 530 2319 "cf - 0 _29 r _ WAA Y ,1 .t -, ; - .. ` ' .,; - ' - •r 1. •_ /- • ; s 3/,19/01 1:56:9 pm ; Shareware Release, page GREENLEAF-EVANS.RESIDENCE ' ALL IMPERVIOUS SURFACES DETENTION/INFILTRATION' __._=___===•=STAGE STORAGE TABLE __'______=___=________ UNDERGROUND -PIPE ID , No.- P-1 ' ` Descrption:.UNDERGROUND DETENTION PIPE Diameter: 3.00 ft. Length: - • 50.00 ft. ` Slope.... 0.00.50.ft/ft• upstr: dnstr: STAGE <--=-STORAGE ---- >, .'STAGE <---- STORAGE --- -> STAGE <---- STORAGE----> .,STAGE '< --- -STORAGE ---- > ---cf-----Ac-Ft- (ft)---cf-----AC-Ft-' (ft)---Cf=-.---Ac-Ft- (ft) --- cf------ r AC-Ft- i a 100.00. 0.0000 0.0000 100 906 72aa 794 0.00.17aa a 101:80 202 81 0 0047?102.70 322.02, 0.0074- ' ' ;- 100.i0 0.7230 0.0000 1-01.00. ,86.112 0.0020 101.90 217.59.0.0050 102.80 331.75 0.0076 100.20. 4.0476 0.0001 101'.10 99.896 0.0023102.00 232.17. 0.0053 102.90 340.09 0.0078 100.310 •9.'8393 0.0002 101.20 i.A14.'06 O.A026 102.10 246.49 0.0057- 103.00_ 346.40•.0:0080 ' 100.40, 17.310 0.0004 101.30.: 128.52 0.0030. 102.20 260..48. 0.0060 103.10 351..45. 0..0081 100.50 26.393 0.0006 101.40 143.21 0.0033 102.30 274.04 0.0063 103.20 '353.31„ 0.0081. 1-00.60 36.688 0.0608' %101.50 158.05 •0.0036 _ 102.40' 287.09 0.0066 -103.30 353.43 100.70 47-.966 0.0011• 101.66 172.98 0.0040 102.50 299.52 0.0069 0.0081 - 100.80 60.039 0.0014 101.70 187,.92. 0.0043 102.60 311.22 0.0071 . J.9 g1�o�T'r �L YbL.ur� .rrfi;024 l: Ix ' ' 66 oo= hl/'oti 144105' , W-4 E- 41Cly4vjbL&-S. STORMWATER MANAGEMENT MANUAL FOR'-THE.PUGET SOUND BASIN..' FIGURE .III=1.1 Volume Correction Factor to be Applied to ttreimbank Erosion Control. PMPs ' Based..on Site'Impervious.Cover ' 3/19/01 1:56:10 pm • Shareware -Release - page L.. GREENLEAF'EVANS RESIDENCE , ALL IMPERVIOUS .SURFACE'S ' - :DETENTION/INFILTRATION " ------------------ STAGE DISCHARGE TABLE- , ' MULTIPLE ORIFICE ID No. 0.'1 - Description: -FLOW RESTRICTOR ORIFICE ` Outlet',Elev: 100.00 Elev: -. 10-0 : 00 'f•t Orifice 'Diameter ; 0 .•6250 . in. IYIV!K{flfl _ ' STAGE '<--DISCHARGE --- > STAGE, <--DISCHARGE--:> STAGE <--DISCHARGE-,--> STAGE <--DISCHARGE---> - (ft) f9 --- (ft)f(ft) fa --(ft)- f .eaaa.... v=yvvv=====n=====___ ======-- v=====n--'--` ______ 100.00 0'.0000. 100.80 0.0095 10li60 0.0}34 102.40 a=====__ 0.0164 = ' 100.10' 0.,0034 100.90 ,.0.0101 •101.70 0.0138 102.50 0.0168, ; 100.20, 0:0047, 101.00 0:0106 101.80 0.0142 •102.60 0.0171 100.30 0-,0058 .101.10' 0.0111 101.90 0.0146. 102.70 0.0174- 100.40. 0.0067 101.2Q 0.0116 102,-00 0.0150 102.80 0.0177 160.50 ' 0.0075 -101.30 0:0121 102.10 0.0154• '102.90 0'.0181 100.60 0:0082, 101.40 0,.0125 102.20 0.0157 103.00 0.0184 r 1001.70-0.0089, 101.50, O.0130-102.30 0.0161 7 � , r 3/19/01 1:56c10 prri - Shareware Release ;page 0 GREENLEAF-EVANS.RESIDENCE ' ; ALL , IMPERVIOUS SURFACES'. DETENTION/INFILTRATION . STAGE DISCHARGE TABLE '. RISER,DISCHARGE , ID' No.'.R-1 'Description;: FLOW RESTRICTOR•RISER PIPE Riser' 'Diameter'(in). 6.00 elev.: '103.0.0 ft Weir Coefficient... 9.739 'height::-103•'10 ft'. 3.782_. increm: b.ao, ft Orif. Coefficient. '. ' •DISCHARGE `- > <> STAGE < > STAGE. <- DISCHARGE= -> _ STAGE �'< DISCHARGE STAGE S G DISCHARGE S , -- --- -- --- - --- (ft)'---cfs-- ------- (ft) •---cfs -- ------- (ft)'.•,---cfs-- ------- (ft)' ---cfs--------- •' =a ... e���...... �a ,......aa»ae .....e ................ ................................... 103.0'0 0.0000103.10 0.2990, 103.10 y,0.2990 .av 0 103:00 .0006' i - 3/19/01 l-56:10 pm Shareware'Release page.': GREENLEAF-EVANS RESIDENCE: ALL .IMPERVIOUS . SURFACES • DETENTION/INF•ILTRAT.ION ' ' ------------ -------------- STAGE,DISCHARGE TABLE'. DISCHARGE ID No-:-CBD-1 ' ' 1COMBINATION Description: RISER-_P.IPE •& •ORIFICE Structure:' 071 .','Structure: ' ' Structure:.-R-l'. Structure: Structure. ' ` STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <-'-DISCHARGE --- > (ft)'---cfs---------- 4ft) ---cfs-- - :--'- (ft) ---cfs----,---- (ft) --=cfs-: -------- ' e=sa=��na�noeveeaavoaeaa�a.......a.»>:aeaavea aa.ve. .n>sa.:=a>sea.a,=»- '0.0164 100.00 0.0000 100.80 0.0095 101.60 0.0134 102.40. 100.1,0-0,0034 100.90 0.0101 101.70 0.0138 102.50 0.0.168 ' 100.20'' ,0;0047 101.00: 0`0106 101.80, 0.0142 100:30 0.0058 101.10 0.0111 101.90 0.0146 102.60. 102.70 0.0171 0.017.4 100.40 0.0067 101.20 0.0116 102:00 0.0150 102.80 6.0177. 100.50 0.0075. 101.30 0.0121 102.10• 0.0154 102,,90 0.0181 t 100.60 0.0082 •. 101.40 .0.0125 _ 102.20" 0.0157 103.00 0.0184. 106.70 0.0089 101.50._.•0.0130 - .162.30,.-. 0.6161. 103.10 0.3177 • 1, r ! - , � � 13/19/Oi 1:.56:9.pm Shareware Release- page GREENLEAF-EVANS 'RESIDENCE - ' ALL -IMPERVIOUS SURFACES ; DETENTION/INFILTRATION' STAGE STORAGE TABLE -.' __=______ TRAPEZOIDAL BASIN ' , ID No'. -TT-1 Description: INFILTRATION'TRENCH' Length: -50.00 ft. Width:it., -'3.00, Side 'Slope 1 : . 0 Side Slope 3 : 0, ; Side Slope 2: 0 Side Slope 4: .0 Infiltration Rate: 30.00-min%inch l STAGE < ---- STORAGE--_-> STAGE <---- STORAGE ---- > STAGE <-`--STORAGE----> -STAGE <--.--STORAGE---=> ' (ft) --cif--=--AC-Ft- (ft)-=cf-----Ac-Ft-' (ft)---cf-----Ac-Ft- (ft)'--cf-----AC-Ft- °evens �aasan oaaa�a�s>=���a_�a�n�>s�a�a��a ane = an�sseno s s6a96 a �>a�e sesaea�aa�a - _ - • - 95.00 a0.0000000.0000 95.60 90.000 0.0021asn 96v20s 180.00 0.'0041 80- 270..00 .0.0062 95.10 15.000 0,.0003.. 95:70 105.00 0.0024 96.30 195.00 ,'0.0.045, '96.90 285.00 0.0065 ' 95.20 30:000 0.0007 95.80 120.00 0.0028 '96.40 210:Q0 0..0048 97•.00 300.00,•' 0.0069 95.30 45.ODO 0.0010 -95.90 135.00 'a.0031 96.50 225,.00 0.0052 91.00 300:00 0.0069 ' ' 95.40 60: 600 0.0014 96. 00' „ 150.00 . 0: 0034 96.60 240. 00 -0. 0055 95.50 75.000' 0.001796;10, 165.00 0.0038 96-70 •255.00 0.0059 , ' { ' .. � c• 1, •. 1. - ,.. . / 1 , 3/19/91 1:56:9 pm Shareware Release =,.-page f� GREENLEAF-•EVANS •.RESIDENCE' ' ALL ,IMPERVIOUS _SURFACES DETENTION/INFILTRATION ____==== STAGE STORAGE'TABLE -------- •Storage •Struc.t ' :Infiltration,"Rating: Curve; for "IT-1 STAGE <-INFILTRATION-> 'STAGE <,-INFILTRATION-> STAGE <,-INF,ILTRATION'> STAGE <-INFILTRATION-> (ft) --Cf------r-- (ft)--:cfs--------- (ft)-=-cfs--:--------- (ft) --- cfs---------; - ..................raenaaeeeapaeasan»...................sans°aeaveemneeaana�a��a................. aaeea 95.00 0.0069 95.60' ,0.0099' 96.20 0.0128 96.80, '0.0158 ' 95.10• 0.0074 - 95:70. 0.0104 95.200•.0079.•.� -95.80 0.0109 96.30 '0 0133' 96.90'- .'96.40 0.0138 97.00, 0.'0163. 0.0168 - ' 95.30 •0.•0084 95.90 _0.0114 96.50 0.0143' 97.00 0.61:68 t95.50 95.46 0.0089 96.00 0.0119 0.0094 96.10. 0.0123 96.60" 0.0148 96:70 0.0153 ; 3/19/O1.'., 11-:56:10 pm Shareware Release' page GREENLEAF-EVANS RESIDENCE - ' ALL' -IMP'ERVIOUS SURFACES DETENTION/INFILTRATION ' _________,___====STAGE DISCHARGE TABLE OVERFLOW WEIR ID No.'BCW:l Description: INFILTRATION. TRENCH "OVERFLOW Ratio ,(h'�v) . 3.2100 Weirlength: 20.10000 ft. ' E1: 97.00 ,ft. _ Weir'.Increm: 10.'01, ' STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE '<_-DISCHARGE--->. STAGE, (ft) --cfs--------- '- (ft) --cfs-- = (ft) --cfs -- - (ft) <--DISCHARGE--->' ` -=cfs-- - • onooaaeneanmaaa�aa���enavena�naaaa��a�neaa�a��aaao�avon»�=n� ............... ........ 97.00 0.0000 91.06 0.9555 97.12 2.7232 97.18, = ...... .. 5:0406 t 97,01 0.0646 97.07 1.2056'•, 97.13 3.0745. .97.19 5.4733 97.02 0.1830 97.08 '.1.4749 ,. 97.14 3:4403 97.20 5.9184 ' + -.97.03 0.3365 97.09 1-7621 97.15 3.8201 .97.04' 0.5188 97.10 2.0664 97.16 4.213-7 ' 97.05 0.7260 97.11 2.3870 •97.17 4.6207 , , 1. + • ,- . ` ' ' ' , 1 I� - - ' 3/19/01. 1 : 56. 11- pm Shareware 'Releas'e page 1,R ' GREENLEAF-EVANS-RESIDENCE ALL -IMPERVIOUS SURFACES DETENTION/INFILTRATION' - LEVEL POOL TABLE SUMMARY MATCH INFLOW,-STO-',DIS--<-PEAK-> • OUTFLOW STORAGE' <-= -- -==DESCRIPTION---------> (cfs) (cfs) --id- -'-id- <-STAGE> id (cfs) VOL (cf) . ." pvapppvpvaaaavampaavppavvavo3a asassaaaapaaapaaaaasavaasaepavavaaaap nppapavpaaaap¢asap,, 2 YEAR RELEASE '................ 0.01 0.06 P-1 0-1• 101.82 10; 0.01 205.36 cf 10; YEAR RELEASE-....'....:..- 0.03 0:08 P-1 CBD-1 103.00 ll 0.,03 346.58:cf ' /"y"�►/ 100 YEAR RELEASE ....,......,.. 0.07, -0"14 P-1 CBD-1 103.05 12''.0.14 348.79 cf ` 2 YR INFILTRATION ..,.......... 0.01,, 0.01• IT-1 BCW-1 95.97 15 , 0.01 145.64 cf •10 YR 'INFILTRATION ........ 0.03 ' 0.03 IT-1 BCW-1 96-70,16' 0.02 254.54 cf "�1-►��'"`"'�v�1//' 100 YR INFILTRATION ... �0.07> 0.14 IT-1 BCW-1 97.01 17 0 301.10 cf- /'�='Y�-17• ` �2CL�i7TY1= &V Yc '2 5'�►? .cc=S guT" cis r�i LE`S _ ✓OCC- dz-v 1�� -Trapezoidal Channel Analysis.&;Design -Open.-Channel .-:.Uniform flow Worksheet Name: DRIVEWAY, ` .Comment: EVANS•'.DRIVEWAY SWALE CONVEYANCE`;. >' Solve For _Depth Given: Input. Data Bottom W'idth..:. 0.001ft' ' 'Left Side' Slope. Right Side 3...00:1,,(14:V)., - + 3:00:1 (H:V) .Slope. Manning' s. n :. Y. .. 0 . 0 3 5 ' ­-L Channel Slope....,'_.-.0.2000 ft/ft . , ' 'Discharge:.. ... .0.. 09 cfs ` Computed Results: Depth.. , .. .` : .0.11 ft Velocity•.... . , ... 2.61 f,ps-' ' Fldw Area......... Flow .Top Width. .. 6. 03, sf . . 0:64..ft Wetted Perimeter... -0 . 68 ft ; �• Critical `Depth... 0.14 ft' ' .""',Critical' Slope. 0.:04'64' ft/.ft. Froude Number.... 1.98 (,flow is -Supercritical) , . ' Open. Channel Flow Module, Version-3.15 (c) 1990, -Haestad ,Methods., ,Inc.. * " 37 .Brookside 'Rd.'* -'Waterbury, - Ct 06.708 ' RECEIVED GREENLEAF EVANS RESIDENCE 8615 Olympic View Drive APR 17 2001 GRADING QUANTITIES PERMIT COUNTER BASIS House & garage excavation volumes are separately stated All volumes are in -place cubic yards. AL QUANTITY CALCULATIONS Cut for Curtain Drain 80' x 2' x 4727 = 24 cy Cut for Rockeries 250' x 2' x 6727 = 111 cy Cut for South Yard 1750 sf x 2' / 27 = 130 cy Cut for Infiltration Trench 50' x Tx 2' /27 = 11 cy Detention Pipe & MHs 68' x 7 sf /27 = 18 cy Gravel for Driveway 3136 sf x .5727 = 58 cy Gravel for Curtain Drain as above = 24 cy Gravel for Infiltration Trench as above = 11 cy Spalls for Rockeries 300' x 1.5 x 4727 = 67 cy Fill for North Yard 4275 sf x 3' / 27 = 475 cy TOTAL QUANTITIES Cut (cy) = 24 + 133 + 130 + 11 = 298 cy Fill (cy) = 18 + 93(Gravel) + 67 (Spalls)+ 475 = (?53 cy -a----. Subtotal 653 - 298 = 355 cy (Fill) Not included in above 2160 sf x 3.5' / 27 = 280 cy < 'fd 1200 sf x 57 27 = 222 cy 80 - 222 = 58 cy (Cut) Net Grading = Gravel & spalls & import = 297 cy (Fill) • ti 34707 ~l'n k�C jg-�RQ9 �Ip�AL EG� Imported Backfill = 167 cy (Fill) ExPIREs JULY 02, BEK Engineering & Environmental, Inc. 200649 e0rr-eCJ'-01J #� � . Parking Plan On & OffSite 8615 Olympic View Drive Construction Single Family Residence Parking Plan if needed for construction of a single family residence. Most parking will occur on the private property where the work is being done. I have enclosed pictures of the oversize vehicles that the City of Edmonds parked on our property (without permission) during the construction of the Retaining Wall Project to show that all large vehicles, as well as the pumper truck should easily fit for onsite work. In the event that we need some additional parking for inspectors, or property owner and contractor to check up on the builders --we would. like to have available the 2 gravel areas that are marked on the Traffic Control Plan Map in the Grey shaded areas. I have also included photos of the Construction equipment (Wilder Construction) parking in those locations during the City Retaining Wall Project. As a note ---the mailbox in the gravel area would be left open for mail pick up and delivery and all vehicles would be parked far enough off Olympic View Drive to allow clear visibility in both directions. % I r k �� 1 �a I 3 � f I i r� Co r,r e c.10^-) 0 T Traffic Control Plan 8615 Olympic View Drive Construction Single Family Residence Traffic Control Plan if needed for construction of a single family residence. The traffic would be advised by signage on both ends of the construction or reroute point with a flagger also on both ends. The flaggers would route the traffic to one side of the roadway in an orderly manner ---the side of the road to be rerouted would be dependent on the work being done at the time. The only foreseeable road work would entail the connecting to the City Sewer Line. It is possible that we will be able to connect to the sewer without interrupting traffic, however, that project is still under research. s� Act t I 1� "lie`/fir r . k TFLE WAIVER OF ENHANCED SUBDIVISION RIGHTS AND COVENANT TO NOTIFY In consideration for the vacation of the unimproved right-of-way of 180th Street SW adjacent to a tract of land located at 8615 Olympic View Drive, Edmonds, Washington and legally described as that portion of Lot 3, Edmonds Seaview Tracts, according to the plat thereof recorded in Volume 3 of plats, pp. 75 and 76, records of Snohomish County, Washington, lying northerly of Olympic View Drive and having been assigned Tax Account No. 4346-000-003-0002 by the Snohomish County Assessor, the undersigned owners of such tract, in consideration for the vacation of said right-of-way, do, on behalf of themselves, their heirs, successors and assigns, waive the right to utilize the square footage gained by virtue of the vacation stipulated to be 9,900 square feet in subdivision of the existing site. The undersigned owners specifically reserve to themselves all rights to subdivide or develop the site which existed prior to the vacation of said 9,900 square feet of right-of-way, as such rights are determined under the ordinances of the City of Edmonds, as the same exist or are hereafter amended. At the date of execution of this Waiver and Covenant, the owners have sufficient square footage to create a second building lot without use of the vacated right-of-way. This Waiver of Enhanced Subdivision Rights shall not be interpreted to waive any existing or future right to fully develop the original square footage of the property as a single-family, residential lot(s) in accordance with all rights and privileges provided by the ordinances of the City of Edmonds. This Waiver and Covenant to Notify touches and concerns the subject parcel described above, and shall run with the land. This Covenant may be, revoked or suspended by action of the Edmonds City Council acting in its sole discretion. In addition to the Waiver above provided, the undersigned owners of the tract promise to notify any future purchaser of the Waiver of Enhanced Subdivision Rights. A copy of this Covenant shall be filed of record in the land records of Snohomish County, Washington at the expense of the Owners DONE THIS 3L-' .day of JI-.'.Ne- , 1999. OWNERS STATE OF WASHINGTON ) ) ss. COUNTY OF SNOHOMISH ) I certify that I know or have satisfactory evidence that LORI GREENLEAF EVANS is the person who appeared before me, and said person acknowledged that she signed this instrument and acknowledged it to be her free and voluntary act for the uses and purposes mentioned in the instrument. MI I - I Nkl 14 - A & - �-" P E ZJ� \SSiOAJ • ;�c�`2 a NOTAFty 'p PusUC STATE OF WASHINGTON ) ) ss. COUNTY OF SNOHOMISH ) )tA0% () OLSEnJ (print or type name) NOTARY PUBLIC in and for the State of Washin on, resid* at: . SNP A _ C AA I A, My Commission expires: I certify that I know or have satisfactory evidence that TERRY EVANS is the person who appeared before me, and said person acknowledged that he . signed this instrument and acknowledged it to be his free and voluntary act for the uses and purposes mentioned in the instrument. Dated: 9 OP E �ls a �J •' g10N�c�•,F 1 0NOTARyop V -- ccnn : I PMUC WAS WSS228553.1SX/F0006.191.000B0006. (print or type name) NOTARY PUBLIC in and for the State of Wash' gton, r iding at: <-n . (L41►An My Commission expires: I CITY OF EDMONDS INTER -OFFICE RECEI I i DEPARTMENT:_ RECEIVED: i 1 93801 DATE: ,3T O Check Cash `� f } �: Leasehold Property Tax Water Charge Items for Resale Aid Car Donation Cemetery Fees Ferry Parking Lot Water Turn on/off R/W Invasion Security Deposit (620 fund) Plat Inspection Specs & Plans beposit Sale of Maps/Books Sales Tax Photos ling Business License Fee Business License Penalty Gun Permit Fire Permit Fireworks Permit Fingerprinting Animal Control Charges Recreation Class Fees Rentals Other I �ggz��rl. ` MEMORANDUM Date: March 20, 2000 To: Development Services Technicians Via Jim Walker, City Engineer) ev From: Gordy Hyde, Development Services Engineer ql�V� Subject: Plan Review for Greenleaf -Evans SFR at at 8615 OVD When this building permit is applied for, please. send the permit application package to Don Fiene for review. Also please send him the attached memo. Thank you. City of Edmonds Development Services Department MEMORANDUM Date: March 7, 2000 To: Gordy Hyde/Don Fiene From: Maryanne Zukowski Subject: Comments on ,variance 2000-025 The area according to the critical areas mapping is in a steep slope area and it is my understanding that there are drainage issues that will need to be addressed. I have no comments on the height variance as long as in the building permit process the engineering is reviewed for geotechnical concerns that will impact OVD, drainage issues are addressed as part of that process, and any retaining walls are reviewed for impacts to sight along OVD. It would be my suggestion that this single family building permit application not follow the standard chart and that the drainage is designed by a civil engineer that has reviewed the geotechnical constraints of the site because of the steep slope and erosion applications. �F- City of Edmonds RESOLUTION NO. 947 A RESOLUTION OF THE CITY OF EDMONDS AND NOTICE OF HEARING FOR THE VACATION OF A PORTION OF THE 186TH STREET SOUTHWEST RIGHT-OF-WAY ADJACENT TO 8615 OLYMPIC VIEW DRIVE (FILE NO. ST-98-52) WHEREAS, a petition has been filed with the City of Edmonds signed by an owner of interest in real property representing more than two-thirds of the property abutting upon the hereinafter described portions of the 180" Street Southwest right-of-way adjacent to 8615 Olympic View Drive. WHEREAS, it appears that the public interest of the City of Edmonds, Washington, would be served by holding a public hearing to consider the vacation of said portion of the 180' Street Southwest right-of-way adjacent to 8615 Olympic View Drive. WHEREAS, the petition for vacation has been certified by the Snohomish County Assessor. NOW, THEREFORE, be it resolved by the City Council of the City of Edmonds: 1) That a public hearing be held to consider whether the public interest and general welfare of the City of Edmonds will. be served by the vacation of the 180" Street Southwest right-of-way adjacent to 8615 Olympic View Drive, situated in Edmonds, Snohomish County, Washington, and described as follows: That portion of 180`" Street Southwest which abuts the following described parcel: that portion of Lot 3, Edmonds Seaview Tracts, according to the plat thereof recorded in Volume 3 of Plats, pages 75 and 76, records of Snohomish County, Washington, lying northerly of Olympic View Drive. 2) The City Clerk is hereby directed to provide notice in accordance with the ordinance requirements of such hearing to the parties, notifying them of the public hearing to be held before the Edmonds City Council in its chambers in the Plaza Room of the Edmonds Public Library on February 16, .1999 at 7:00 p.m., or as soon thereafter as the matter may be held. PASSED by majority vote of the Edmonds City Council in regular, open meeting on the 19th day of January, 1999. SIGNED IN AUTHENTICATION thereof on the 20th day of January, 1999. Mayor Attest: RECEIVED JAN 2 % 19-99 City Clerk ENG!NE I N G USCH T(RQFNC CO0 NSUL` AN70 TRAFFIC ENGINEERING • TRANSPORTATION PLANNING 1712 PACIFIC AVENUE - SUITE 100 - EVERETT, WA 98201 - PH: Attention: LETTER OF TRANSMITTAL 339-8266 - FAX: (425) 258-2922 ECsEIVED JAN 12 1998 ENGINEERING Job #: Company/Agency: ��T ��i�on0� Ine��k ate: JahuA� ���� D P 1�� Address: 2 JAye-Aicc A/ TRANSMITTED wA �mzo Project: C I /ew PrI've 4 cc�Ss Fe(-U('bi /J)l Subject: CCP,SS V1 Pb✓ COPIES DESCRIPTION I Ag�eS- SPgsi Le er COMMENTS 6c, r64 �� 0 6 l A ay2 �Pi� G %seaf a� V iIVe to cGl a u eve () Attached () Draft Report () Final Report () Contract/Fee Proposal () nvoice ( Copy of a. Letter REFERENCE (For your review ( ) For your approval (For your use () As requested � o'l ©crr acG�SJ re en 1 Pam+ �1/U.hS Ih�a�ax-� C061"o�/n�"�iol1 Signed Lit ,C/sz Copies to Lor/' 2✓as5 COUNTS/SURVEYS - SITE IMPACTS - LOS ANALYSIS - EIS - HEARINGS - SAFETY - SIGNALS - PARKING o O O IJ V T R /ram F F d C C O N S V L V A N 7 8 TRAFFIC ENGINEERING • TRANSPORTATION PLANNING 1712 PACIFIC AVENUE - SUITE 100 - EVERETT, WA 98201 - PH: (425) 339-8266 - FAX: (425) 258-2922 January 9, 1998 Ms. Lori Greenleaf Evans 19917-89th Place West Edmonds, WA 98026 Re: Olympic View Drive Access Feasibility Study for 2 Residential Lots; GTC Project #97-136 Dear Ms. Greenleaf Evans: This letter is intended to supply you with the necessary sight distance analysis, so as to facilitate your decision on the purchase of the property located across from 86th Place West on Olympic View Drive. GTC staff completed a field investigation in order to determine the available sight distance at potential access points onto Olympic View Drive. BACKGROUND Proposed Land Use and Access The proposed development would construct 2 single-family detached homes north of Olympic View Drive across from 86th Place West. Thus, the proposed development would generate only 2 p.m. peak hour trips. The proposed access location is along the east property boundary. GTC also evaluated three alternate access locations on Olympic View Drive. Methodology GTC conducted field measurements of available stopping sight distance (SSD) and entering sight distance (ESD). Sight distance was measured per standards contained in the American Association of State Highway and Transportation Officials' (AASHTO) A Policy on Geometric Design of Highways and Streets. Terry Gibson, responsible for the traffic analysis and report, is a licensed professional engineer (Civil) in the State of Washington and past -President of the Washington State Section of ITE. SIGHT DISTANCE ANALYSIS The proposed residential driveway would access onto Olympic View Drive; Olympic View Drive has a 25-mph posted speed limit and two 11-foot travel lanes. For sight distance analysis, available sight distance has been compared with required sight distances for 30 and 35-mph design speeds. COUNTS/SURVEYS • SITE IMPACTS • LOS ANALYSIS • EIS - HEARINGS • SAFETY - SIGNALS • PARKING Ms. Lori Greenleaf Evans January 9, 1998 Page 2 Stopping Sight Distance (SSD) Requirement Per AASHTO, the stopping sight distance (SSD) requirement is 200 feet for a 30-mph design speed and 250 feet for a 35-mph design speed. SSD represents the distance needed for the driver of a vehicle traveling at the design speed to stop the vehicle for an object iri the roadway. This requirement is a minimum requirement for safe traffic operations. Entering Sight Distance (SSD) Requirement Per AASHTO, the entering sight distance (ESD) requirement is 375 feet for a 30-mph design speed and 470 feet for 35-mph design speed. ESD is the distance needed for a stopped vehicle to enter the roadway and accelerate to 85% of the design speed without being overtaken by conflicting traffic and slowing approaching traffic from design speed to 85% of the design speed. The requirement is used to maintain good traffic flow on the major road being accessed by the minor approach. Proposed (Preferred) Site Access (Along East Property Boundary) The proposed site access location would be near the east property boundary. West of the access point, the SSD line of sight towards the access is clear for 350 feet and the ESD line of sight (looking to the right from the access) is clear for 500 feet. East of the access point, the SSD line of sight towards the access is clear for 370 feet and the ESD line of sight is clear (looking to the left from the access) for 390 feet. Thus, the proposed site access location satisfies AASHTO standards for a 30-mph design speed. The proposed site access location also satisfies AASHTO SSD standards for a 35-mph design speed in both directions. AASHTO's ESD standards would be satisfied for a 35-mph design speed west of the access point (looking right) and for a'31-mph design speed east of the access point (looking left). The limiting sight distance obstruction to the east (looking left from the proposed access point) is a natural earth bank located south of Olympic View Drive. Although vegetation is not currently creating a line of sight obstruction at the proposed site access location, roadside vegetation should be monitored throughout the year and trimmed/pruned/removed if necessary to maintain a clear line of sight. In particular, there is a low hedge and small deciduous tree in the neighbor's front yard to the east that could potentially grow into the ESD line of sight. Alternate Access Location #1 (Along West Property Boundary) An alternate site access location along the west property boundary was evaluated by GTC. West of this access point, the SSD line of sight is clear for 150 feet and the ESD line of sight would be clear for 340 feet. East of this potential access point, the SSD line of sight would be clear for more than 300 feet and the ESD line of sight would be clear for 480 feet. (This assumes that there would be clearing of brush along the project frontage and pruning of the tree on the east 0 00" RAFFIC U1L�lI��G.'i 1('_� Ms. Lori Greenleaf Evans January 9, 1998 Page 3 neighbor's front yard.) Thus, this alternate access location would only satisfy AASHTO standards for 30 and 35 mph speeds east of the access point, not west of the access point. Alternate Access. Location #2 (110' West of the East Property Boundary) An alternate site access location 110 feet west of the east property boundary was evaluated by GTC. West of this access point, the SSD line of sight is clear for 380 feet and the ESD line of sight would be clear for 425 feet. East of this potential access point, the SSD line of sight would be clear for more than 430 feet and the ESD line of sight would be clear for 480 feet. Thus, this potential alternate site access location satisfies AASHTO standards for a 30-mph design speed. This potential alternate site access location also satisfies AASHTO SSD standards for a 35-mph design speed in both directions and ESD standards for a 35-mph design speed east of the access point, but not west of the access point. Alternate Access Location #3 (95' West of the East Property Boundary) An alternate site access location 95 feet west of the east property boundary was evaluated by GTC. This was the last location evaluated by GTC to determine if moving the access location further east of alternative location no. 2 would obtain the necessary ESD for a 35 mph design speed east and west of the access point. East of this potential alternative access location, the ESD line of sight would be clear for 460 feet, which does not satisfy AASHTO ESD standards for a 35-mph design speed. Thus, GTC did not spend any further time evaluating this potential alternative access location. CONCLUSIONS & RECOMMENDATIONS Alternate access location 93 would not satisfy AASHTO standards for 35-mph speeds west and east of the access point but would satisfy AASHTO standards for 30 mph. Alternate access locations #1 and #2 would satisfy AASHTO standards for 35 mph east of the access point, but not west of the access point. The alternate access locations would not meet 35-mph standards. The proposed site. access location satisfies AASHTO requirements for a 30-mph design speed. All of the movements to/from the proposed site access location except for one would satisfy AASHTO standards for 35 mph too; the only movement to/from the proposed site access location that would not have adequate ESD for 35 mph would be the right -turn out movement. However, the ESD available for the right -turn out movement would satisfy AASHTO standards for 31 moh. The limiting sight distance obstruction to the east (looking left from the proposed access point) is a natural earth bank located south of Olympic View Drive. If the bank were cut to clear the ESD line of sight for a 35-mph design speed, the slope might become unstable. RAFFIC R"'00" Ms. Lori Greenleaf Evans January 9, 1998 Page 4 Although vegetation is not currently creating a line of sight obstruction at the proposed site access location, roadside vegetation should be monitored throughout the year and trimmed/pruned/removed if necessary to maintain a clear line of sight. In particular, there is a low hedge and small deciduous tree in the neighbor's front yard to the east that could potentially grow into the ESD line of sight. Additionally, the driveway's grade at the approach to Olympic View Drive should be as close to 0% as possible (in consideration with the on -site conditions). A zero to minimal grade in the immediate vicinity of Olympic View Drive would allow the best possible line of sight for drivers of vehicles waiting to turn onto Olympic View Drive and would not hinder vehicles' acceleration characteristics. .11 We trust that this letter and attachments adequately address the sight distance issues for the proposed 2-lot residential development, so that you can make a decision on your property purchase. If you have any questions, please call us at (425) 339-8266. Thanks, Lori. Sincerely, GIBSON TRAFFIC CONSULTANTS, INC. P.S. Terry L. Gibson, P.E. President Attachments CC: Gordy Hyde, City of Edmonds RCR"'FOF OO �VIC�[�J��U L�I���G�1'ir� From: LORI GREENLEAF EVAJN, Fa%:.=-77--,53 To: Carter Danne Page J 03 Monoay. Decemim 09. 1997 12:40:33 RM SET Pl/o IN AF/ Sz� fit.) IIJ R, W r-S UN 2! of i rz +i4GHLAND A-VE-.-). 8615 ;Z) r-> 8 6 fi h. P 0 N r Acce (A 85th. PL. W (A I lz zIr nj C4 Ci f tj a I doesn't Exist 34 VA nt rf .. ��...;.. x �-` {i�. •. S,.i�i � � I .Ire `r � �►" '� t ., y;- � fJ��. �iLL �'_ i � `�; � - ti . _,, j :� _ , � , ,, .. -.. �: ;• � �� i j �� � _ _ w .. . � . �. � ,� .: ;. �� � ,. i _ ;� . t i... 1: i ,. _> lv .' `� 1. � ,� � .: r, � _ i . � '. . - _� t ct r''ki�x'T >s,. i `t� �1, .i a��t Edt � ta' '` `t r= � ,"` � �. •' , �; �i • s2�°t r s7yy ky at b ! �Tf`t *) S ��w i T / •"� �•"S�'�vi�ir �` ♦ ZZf 1t,r � l;t '� \: f 1, �. 1 w .w •��..". 9 ,�•o-�-'�}.�� k:atl�' vt a"��s'' dr„M •`� / ,.F• }'�T� ,. .. •rr'}• :'. 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"3 .;rrl�� � .'1 w� 7°::� ; � �' 4 tj�)t �t�s � JYt f , `': r� 1 _ `•! r;,,7JYE'• •`g ` ., f 'x' ��•d�< '� yG4��i �i� > «�M, ?Y�`i'4ti.. r Mi r A. - E�•�-. ; � � : �S i , •'�,. •, "''>_�3✓.ei4+h�%F«$�:'�!'s�,°'^n..s$.�%'i...'*1+J�-+sx;�jiswx -ii-%vda1F'`?�moR+-ti-.v �" - u*.w1n � Js} t, �'ss�:.:t• Kish ��}ya i �` v., > M y • ... �y._.iH.� tL; MF�['.lTr kF}..eti ';s ��ff�If � df '.� -_ Q o gBQO JH SHEET: OF RAFFIC BY: C DATE (OH WU4G° MITO CHECKED: DATE PROJECT OLYMPIC V1Ew 0�!VE Ac:"FS F.<_ASIB���7�' ;L'P1 JOB NO. SUBJECT VIEW WEST A PPROA01IN C-1 rNi� PgDV0515P . S7 T;� ACcF-sS DM32QH RAFFIC nn (`11n �NJft GFfA ITO SHEET: .-_ OF BY: C DATE CHECKED: DATE PROJECT OLYMPIC V16w D.RiVE AC<'��:- FFA 1B�urY TUV' JOB NO. SUBJECT ALTERNATE ,AccEi-I LOSAT/ONJ --;tt vv : s-r APPRoA cH I NG AL.TERNAr-r Acccr-5s LOWI a N V I,5V 66' Acc-E-�s Rime (W SHEET: OF RAFFIG BY: C DATE CHECKED: DATE PROJECT OLyMPIC VIEW DRIVE AccES3 FEA519i rY ;12JOB NO. 9� %6 SUBJECT ALTEPNATf ACCESS LOG'Ar1m f V/I lw S0 urY COPfos/ f-r- FRoAAA caj viE►v EAST 14HROAC01 N6 A/ TERrvArE Acc-rss . LDGA-rl°Al * / .41 T',•: l IL moo 51- S � r it CA FILE NO. Critical Areas Checklist Site Information (soils/to ography/hydrology/vegetation) 1. Site Address/Location: 2. Property Tax Account Number: �0 0 6 00 3 oo 3. Approximate Site Size (acres or square feet): 1.I q G/C 4. Is this site currently developed? yes; ) no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. / Grilivii iI/r v-,/7 si �0f3 S-p�9 vr.e tfil 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 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe):_"Peo Slooes o-W oP 0/vh;4 "e-y,e,,� fir. n e.4e r- -tom.,. /5- 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_ floodplain of a water course. 9. Site contains a creek or an area where water.flows across the grounds surface? Flows are year- round? Flows are seasonal? (What time of year? ). 10. Site is primarily: forested V ; meadow ; shrubs ; mixed ; urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: . . ... ;. F.or ;:.Ciry;Staff Use Only: Site Is. i nvimtory.orC:A. magi indicateswetiand<present on site?..-' Aieas inventory:or:C ,4 ap'indicates Critical:'Area:an site?. l in designated eartti_s ibsidence landsli&,ba�A aarea? 40(s Rev 09/29N. 3 690.194- City of Edmonds Critical Areas Checklist The Critical Areas Checklist contained on this form 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. With a signed copy of this form, the applicant should also submit a vicinity map or plot plan for individual ots of the parcel with enough detail that City staff can find and identify the subject parcel(s). 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. I have completed the attached Critical Area Checklist and attest that the answers providedare factual, to the best of my knowledge (fill out the appropriate column below). Owner /V*FRiii'* Name Street Address City, State, ZIP Phone Signature Date Applicant Representative: -E ,- i-(, Name Street Address T— City, State, ZIP Phone i Signature Date 11 . �ti' . City of Edmonds Critical Areas Determination Applicant: Eric Sundquist Determination ##: CA 95-28 Project Name: Permit .Number: Site Location: 85XX Olympic View Dr. Property Tax Acct ##: 4346 000 003 00 02' Project Description: Waiver Criteria (all criteria must be found to apply): ✓ There will be no alteration of the Critical Area or its required buffers; . ✓ The development proposal will not impact the Critical Area in a manner contrary to the goals, purposes, objectives and requirements of the Critical Areas ordinance; ✓ The development proposal meets the minimum standards of the Critical Areas ordinance; ✓ The above findings are based on the following conditions of approval; During review and inspection of the subject property it was found that the site contains a Steep Slope Slope Hazard Area pursuant to Chapter 20.15B of the Edmonds Community Development Code. Based on these findings, prior to submission of any development permit, you will be required to submit the following for review by the Planning Department:. 1. Before any permit application may be applied for, submit to the Planning Department a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope Areas. Any slope over 30% with more than 10 feet of reise will be classified as a Steep Slope Hazard Area. A 50 foot buffer is required fronlboth the top and toe of the slope. A 15 foot building setback is required from the 50 foot buffer. j 2. If the results of the above survey determine the lot unbuildable, any development which is not identified as an exception per ECDC Chapter 20.1513 must receive a Reasonable Use Exception or a Variance persuant to ECDC 20.15B.180A and 20.1513.040C. 3. Allproposed development of the subject lot must meet the requirements of Chapter 19.05 of the Edmonds Community Development Code. If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, the may submit their proposal to y y p p the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Area or its buffers, a conditional waiver may be issued on a project by project basis. Kirk J. Vinish Planner Signatiife Date U 1 May 18, 2001 HWA Project No. 2001082 Ms. Lori GreenleafBvans ' 19917 89'h Place West Edmonds, Washington 98026 Attention: Ms. Lori GreenleafEvans Subject: GEOTECIINICAL REPORT Proposed Residential Development 8615 Olympic View Drive Edmonds, Washington Dear Ms. GreenleafEvans; HWAGEOSCIENCES INC. 19730-64TH AVE. W., SUITE 200 LYNNWOOD, WA 98036-5957 TEL. 425-774-0106 FAX.425-774-2714 www.hwageosciences.com RECEIVED JUN 0 4 2001 PERMIT COUNTER This report presents the results of a geotechnical investigation for a proposed new residence on the subject lot in the City of Edmonds, Washington (Figure 1). The lot is located within a landslide hazard area as defined by the Edmonds Development Code Municipal Code (ECDC). The purpose of this report is to investigate whether the proposed development can be safely undertaken on the lot, and to address City of Edmonds requirements outlined in a letter dated May 7, 2001, from City of Edmonds, Building Division. Our work included a site reconnaissance, review of previous work in the area, subsurface explorations, laboratory testing, and engineering analyses to develop our results and conclusions. PROJECT DESCRIPTION We understand that a 2-story timber -framed house over a partial walkout basement is planned for the location shown in Figure 2. As indicated, the house will occupy the west part of the lot and the east portion will be traversed by an access driveway. Footprint dimensions of the house and the adjoining garage will be approximately 50 feet by 90 feet. Basement floor level is planned for elevation 470 feet, and the main floor is planned for elevation 479 feet. This will result in excavation of up to 6 feet below existing grade. A rockery retaining wall will be constructed at the toe of a steep slope parallel to the south property line to support cuts of up to 4 feet in height. The only feasible access to the property is a driveway located at the southeast corner. A sanitary sewer connecting into the municipal system will be provided. SITE DESCRIPTION AND OBSERVATIONS The lot is bordered by Olympic View Drive on the south, single family residences on the east and west, and an undeveloped Snohomish County Park on the north. The lot is roughly rectangular, with an irregularly shaped south property line of about 330 feet (east -west) in GEOLOGY GEOENVIRONMENTAL SERVICES HYDROGEOLOGY GEOTECHNICAL ENGINEERING TESTING & INSPECTION ' May 18, 2001 HWA Project No. 2001082 length, and a width of between about 100 and 135 feet (north/south), for a total lot area of 38,597 square feet. The ground slopes down from the southeast corner (about E1.506 feet) to the northwest corner (about El. 454 feet) giving an average ground slope of about 15%. The west portion of the south property line is located along the toe of a steep slope (up to about 90%) of about 10 to 15 feet height adjacent to Olympic View Drive. The east property line is situated along ' the toe of another steep slope (up to about 80%). The proposed access driveway originating in the southeast corner of the lot will have a maximum slope of about 30%. No drainage features such as streams or ravines were observed. The lot's dense vegetation cover consists of shrubs, ferns, numerous old -growth cedar trees, and deciduous trees (several of them multi-trunked). The trunks of the trees appear straight and show no evidence of bending which could be indicative of slope creep. No evidence of slope instability was observed. A granular fill terrace has been constructed in the past in the east part of the lot. We understand that the terrace was used as a lay -down area and parking for construction equipment. A quarry spall access road connects the terrace with Olympic View Drive. SUBSURFACE EXPLORATIONS The site was explored by means of five hand -excavated explorations extending to a maximum depth of 4 feet below existing ground. The hand auger holes were located in the field by pacing and taping from existing features and are shown approximately on Figure 2. The explorations were conducted on May 15, 2001. Pertinent information including soil description and engineering characteristics, stratigraphy, and ground water occurrence were recorded as the holes were advanced. A legend of the terms and symbols used on the logs are included on Figure 4, and the logs are presented in Figures 5 through 9.The stratigraphic contacts shown on the logs represent the approximate boundaries between soil types. However, the actual transitions may be more gradual The soil and ground water conditions depicted are only for the specific dates and locations reported and, therefore, are not necessarily representative of other locations and times. It is anticipated that water conditions will vary depending on seasonal precipitation, local subsurface' conditions and other factors. SUBSURFACE CONDITIONS ' Our interpretation of subsurface conditions observed in the explorations was supplemented by a review of readily available geotechnical and geological data for the project area. The geological map by Smith, M (1975), "Preliminary Surficial Geological Map of the Edmonds East and Edmonds West Quadrangles ", indicates that the site is located near the contact between Whidbey Formation (Pre -Fraser Glaciation) deposits and Esperance Sand (Vashon Stade of Fraser Glaciation). A later geologic map by Minard, J.P (1983), "Geologic Map of 2001082LRAoc 2 HWA GEOSCIENCES INC. May 18, 2001 HWA Project No. 2001082 the Edmonds East and Part of the Edmonds West Quadrangles" defines the contact deposits ' as Transitional Beds (Fraser Glaciation to Pre -Fraser Glaciation beds and laminae of clay, silt, and fine to very fine sand) and Advance Outwash (Vashon Stade mostly clean, pebbly sand). Both maps are published by the Washington Department of Natural Resources, Division of Geology and Earth Resources. The explorations encountered an 8- to 10-inch thick highly organic topsoil layer of loose, ' dark brown, silty sand overlying medium dense, brown sand with a silt content decreasing with depth, and containing some fine to medium gravel. The bottom of this deposit was not penetrated in any of the test holes. Water was not observed in any of the test holes. Based on the absence of water in the holes or on the site in general, following a heavy rainfall, it is likely that the water table is deep. ' However, in wet periods, perching of water could occur on the less permeable silty topsoil layer at the base of the fill. 1 I CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on the investigation, we conclude that the lot is suitable for the planned development and slope stability will not be detrimentally influenced by the development, provided the recommendations given in this report are followed. An important component of ensuring stability of the slopes is the provision of adequate surface and subsurface drainage to prevent water buildup in the slope deposits. Footing drains should be installed around the perimeter of all exterior walls, and retaining walls. Freely draining sand or sand and gravel should be used as backfill adjacent to basement walls, which can be supported on conventional spread footings bearing on the undisturbed native sand. SLOPE STABILITY According to the Edmonds Development Code Municipal Code (ECDC), Earth Subsidence and Landslide Hazard Area means "any area of the city which, by reason of excessively steep slopes, unsatisfactory foundation support, stability or topography has a risk of earth subsidence and landslide hazard in excess of normal allowances", and includes areas with slopes greater than 15 percent. Section 20.15B.060 of the Code defines Steep Slope Hazard ' Area as any ground that rises at an inclination of 40 percent or more within a vertical elevation change of at least 20 feet (a vertical rise of 10 feet or more for every 25 feet of horizontal distance)". A predominant part of the subject lot classifies as Earth Subsidence and Landslide Hazard Area, with some steeper portions classified as Steep Slope Hazard Areas. We observed no evidence of slope instability in this area, and consider the potential for site slope instability caused by the proposed development to be low, provided that the development is constructed according to the recommendations given in this report. In our I2001082LRdoc 3 HWA GEOSCIENCES INC. May 18 2001 HWA Project No. 2001082 judgement, the planned development will improve surface and subsurface drainage, thereby, potentially increasing site stability and reducing the potential for slope instability influencing the steep slopes adjacent to Olympic View Drive. ' The southern face of the house will be setback a minimum distance of 20 feet from the rockery wall at the toe of the steep slope adjacent to Olympic View Drive, where the maximum slope height measured to the top of the wall is 18 feet. This setback satisfies the ' requirements of Section 1806.5.2, Building Clearance from Ascending Slopes, of the 1997 Uniform Building Code. According to this section, the setback for the proposed structure should be no less than 9 feet, which is provided at the southwest corner of the house where ' the slope is more gentle. We consider the proposed setbacks to be sufficient to satisfy Code requirements and acceptable for this site. ' We have not checked the stability of the rockery wall, as this task was beyond our scope of services. However, we understand that the wall was designed by a structural engineer. ' STRUCTURAL FILL MATERIALS AND COMPACTION For the purposes of this report, material used to raise grades or placed under structures is classified as structural fill.. Imported structural fill should consist of clean, free -draining, granular soils that are free from organic matter or other deleterious materials. Such materials ' should comprise particles of less than 4-inch maximum dimension, with less than 7% fines (portion passing the U. S. Standard No. 200 sieve), as specified for "Gravel Borrow" in Section 9-03.14(1) of the WSDOT Standard Specifications (WSDOT, 2000). The fine- grained portion of structural fill soils should be non -plastic. It is likely that portions of the existing fill within cut/over-excavation areas may be suitable tfor use as structural fill if the earthwork is performed during dry weather and the contractor's methods are conducive to proper compaction of the soil. However, these on -site materials contain appreciable amounts of fines. The use of materials with fines content higher than 7 percent should be approved by HWA on an application -specific basis. The existing topsoil and other organic -rich soils will not be suitable for use as structural fill, but may be used for ' landscaping purposes. Landscaping fill on the site should, however, be kept to an absolute minimum for stability considerations. Structural fill soils should be moisture conditioned, placed in loose horizontal lifts less than 8-inches thick, and compacted to at least 95% of the maximum dry density as determined using test method ASTM D1557 (Modified Proctor). Achievement of proper density of a ' compacted fill depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and soil moisture -density properties. In areas where ' limited space 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 relative compaction. 2001082LR.doc 4 HWA GEOSCIENCES INC. ' May 18, 2001 HWA Project No. 2001082 Generally, loosely compacted soils result from poor construction technique or improper. ' moisture content. Soils with high fines contents are particularly susceptible to becoming too wet, and coarse -grained materials easily become too dry, for proper compaction. SEISMIC CONSIDERATIONS The project site lies within Seismic Zone 3 as defined in the 1997 Uniform Building Code (UBC). Zone 3 includes the western portion of Washington and represents an area of relatively high seismic risk. Recommended seismic design parameters presented in Table 1 include soil profile type, seismic coefficients, and control periods. Table 1 Seismic Coefficients for 1997 UBC-Based Evaluations Seismic Soil e Seismic ' $eisiruc Control Penod, Control Penod, 41 Zone: Profile ° Coefficient, Coefficient, To TS T e Ca C„Fr 3 Sc 0.33 0.45 0.11 1 0.55 Soil liquefaction is a phenomenon wherein loose, saturated, granular deposits temporarily lose strength and behave as a liquid in response to earthquake shaking. Based on our observation of relatively medium dense to dense material at or close to the base of the test holes, and the probable significant depth of the water table, we consider that the potential for seismic liquefaction on the site is relatively low. Hence, seismically -induced liquefaction instability is not considered to be an issue for this site. FOUNDATION DESIGN CONSIDERATIONS Spread and strip footings should extend through the topsoil layers and any fill to undisturbed, native sand. All exterior footings should be founded at least 18 inches below the lowest adjacent finished grade; interior footings should be founded a�minimum of 12 inches below the top of adjacent slabs or floors. The footings should designed for a maximum allowable bearing pressure of 2,000 psf, subject to minimum footing widths of 18 and 24 inches for continuous strip and isolated column footings, respectively. The recommended maximum allowable bearing pressure may be increased by 1/3 for short-term transient conditions such as wind and seismic loading. Provided construction is accomplished as recommended herein, and for the foundation loads anticipated, we estimate differential settlements between adjacent load -bearing foundations to be less than 1 inch. 1 ' 2001082LR.doc 5 HWA GEOSCIENCES INC. ' May 18, 2001 HWA Project No. 2001082 FOOTING CONSTRUCTION CONSIDERATIONS All footing excavations should be trimmed neat and the excavation bottoms should be carefully prepared such that over -excavation of native soils is avoided. All loose or softened soil should be removed from the footing excavation prior to placing reinforcing steel. We recommend that HWA should observe footing excavations prior to pouring concrete to verify that the recommendations of this report have been followed and that an appropriate bearing ' stratum has been exposed. If footing excavations are open during the winter, or periods of wet weather, we recommend ' that a lean concrete working mat or mud -slab, be placed to help preserve the subgrade until the footings are poured. ' SUBGRADE WALLS AND RETAINING WALLS We understand that concrete retaining walls will be utilized to provide necessary grade ' changes between proposed basement areas and adjacent exterior areas, and rockery walls will be used for grade changes on the lot. Maximum anticipated height of these walls is about 6 feet. Conventional cast -in -place concrete cantilever walls will be feasible for this application. We recommend that for areas of level backfill, design lateral earth pressures be determined using an at -rest equivalent fluid density of 50 pounds per cubic foot (pcf). This value assumes that backfill behind the walls is horizontal and is placed and compacted in ' accordance with our recommendations. Fill within a distance of about 3 feet of the walls should be compacted with lightweight equipment. Care must be taken to avoid over - compaction near the walls, or excessive lateral pressures may develop. Positive drainage should be provided behind the base of all subgrade and retaining walls to prevent the buildup of hydrostatic pressures as indicated on Figure 3. Wind, earthquakes, and unbalanced earth loads will subject the walls to lateral forces, which may be resisted by a combination of sliding resistance of the footing on the underlying soil and passive earth pressure against permanently buried portions of the wall and footing. For design purposes, a coefficient of friction of 0.4 may be assumed between the base of the ' footing and native foundation soils or compacted structural fill. An allowable passive earth pressure equivalent to a fluid weighing 260 pcf may be assumed for properly compacted fill placed horizontally against the sides of the foundations. These recommended values assume ' drained conditions that will prevent the build-up of hydrostatic pressure in the compacted fill. The passive resistance provided by the upper 2 feet of soils should be neglected in design computations unless protection against excavation is provided by pavement or a concrete slab. The recommended allowable passive earth pressure values include factors of safety of about 2.0 for static conditions. ' 2001082LR.doc 6 HWA GEOSCIENCES INC. May 18, 2001 HWA Project No. 2001082 SITE DRAINAGE Roof drains should carry all runoff via a tightline to a storm drain or other appropriate outlet, and must not discharge on any part of the existing slope on or below the site. Perimeter footing drains should be provided behind all subgrade and retaining walls as shown in Figure 3. Roof downspouts and footing drains should not be connected to reduce the potential for clogging and back flooding of the perimeter drains. EROSION CONSIDERATIONS Erosion during construction can be minimized by careful grading practices, the appropriate use of silt fences and/or straw bails and by implementing the recommendations in the Wet Weather Earthwork section of this report. The site should be seeded and growth of vegetation should be encouraged as soon as possible after grading. Surface runoff control during construction should be the responsibility of the contractor. All collected water should be directed under control to a positive and permanent discharge system. Permanent control of surface water should be incorporated in the final grading design. Water should not be allowed to pond immediately adjacent to foundations or paved areas. Grading measures, slope protection, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. WET WEATHER EARTHWORK The on -site soils are moisture sensitive and may be difficult to handle or traverse with construction equipment during periods of wet weather. Consequently, construction during wet weather periods and/or conditions is not recommended on this site. However, general recommendations relative to earthwork performed in wet weather or in wet conditions are presented below. These recommendations should be incorporated into the contract -specifications-and should -be -required -when earthwork -is -performed -in wet -conditions. 1) Earthwork should be performed in small areas to minimize exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. 2) Material used as structural fill should consist of clean granular soil with less than 5% passing the No. 200 sieve, based on wet sieving the fraction passing the'/4- inch sieve. The fine-grained portion of the structural fill soils should be non - plastic. These are additional restrictions on the structural fill materials described above. ' 2001082LR.doc 7 HWA GEOSCIENCES INC. May 18, 2001 HWA Project No. 2001082 3) The ground surface within the construction area should be graded to promote run- off of surface water and to prevent the ponding of water. 4) Excavation and placement of structural fill material should be monitored by someone experienced in wet weather earthwork to determine that the work is being accomplished in accordance with the project specifications and the recommendations contained herein. CONDITIONS AND LE IITATIONS We have prepared this letter report for use by Ms. Lori GreenleafEvans for use in the design of a single-family residence on the above lot. This report should be provided to prospective contractors for their bidding or estimating purposes, but conclusions and interpretations included in this letter report should not be construed as our warranty of the subsurface conditions. Experience has shown that soil and ground water conditions can vary significantly over small distances. Inconsistent conditions can occur between explorations and may not be detected by a geotechnical study. If, during future site operations, subsurface conditions are encountered which vary appreciably from those described herein, HWA should be notified for review of the recommendations of this letter report, and revision of such if necessary. This report is issued with the understanding that it is the responsibility of the owner to ensure that the information and recommendations contained herein are brought to the attention of the appropriate design team personnel and incorporated into the project plans and specifications. It is also the owner's responsibility to see that the necessary steps are taken to verify that the contractor and subcontractors carry out these recommendations in the field. In this regard, we recommend that HWA be retained to review the plans and specifications. We also recommend that HWA be retained to monitor the geotechnical aspects of construction. iThe scope of work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or ground water at this site. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the ' contractor. The contractor should notify the owner if any of the recommended actions presented herein are considered unsafe. 2001082LR.doc 8 HWA GEOSCIENCES INC. May 18, 2001. HWA Project No. 2001082 We appreciate the opportunity to be of service. If you have any questions or concerns, please do not hesitate to contact us. Sincerely, HWA GEOSCIENCES INC. Les C. Banas Sa H. Hong, P.E. Senior Geotechnical Engineer Principal Geotechnical Engineer Enclosures: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Footing Drainage Requirements Figure 4 Legend of Terms and Symbols Used on Exploration Logs Figure 5 Log of Hand Auger Hole HA-1 Figure 6 Log of Hand Auger Hole HA-2 Figure 7 Log of Hand Auger Hole HA-3 Figure 8 Log of Hand Auger Hole HA4 Figure 9 Log of Hand Auger Hole HA-5 LC9:SAH:Ic- 200I082LR.doc 9 HWA GEOSCIENCES INC. NOT TO SCALE VICINITY MAP GREENLEAF EVANS PROPERTY 8615 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON ":2- i 05.21.01 1 2001082 0' 10' 20' 30' 60' SCALE: 1'=30' I f SNOHOMISH COUNTY PARK f Olympic .v lZVV • - - Pavement LEGEND HAND AUGER co } """4 BORING AND ON � ATE LOCATION � I �Z i HMGEOSCIENCES INC. 2 2001082 �v:v • 00:0. 00:0 oU:U oU.U•• • •o:°moo .�°.°moo .•o.°moo.. o.°�o�°.°� o O ... O... O ... O ...0 •O , O O D D e �0:0 �00:0;�oO:Q:�oO:0:�o0:0:� 0 o00 :o ooQ o :ooQ o :ooQ o :ooQ p < TOP OF CONCRETE °O. o 0 0 0 o SLAB OR PROPOSED ■ GRADE QQOo Q:Oo QOo• 0, •p.°OD p.oO�O,Q• 0... 0... O•-'- 0...�:p. C .a ■ EXCAVATION o0:0:.6oO:O;.. UaC1D • o:o Qo SLOPE °O�O°:o ............. :......::::: as .. 09' ::: 12'. MIN. ONE PIPE DIAMETER a ■ MINIMUM ......... b PERFORATED PLASTIC PIPE, ■ SLOPED TO DRAIN NOT TO SCALE ' LEGEND: 'O BACKFILL: WELL GRADED S .p.o0•. AND AND GRAVEL, MEETING THE SPECIFICATIONS OF "GRAVEL BACKFILL "GRAVEL FOR WALLS" ■ OR BORROW" AS DESCRIBED IN THE WSDOT STANDARD SPECIFICATIONS ' PEA GRAVEL: WASHED 3/8" PEA GRAVEL �� TYPICAL WALL DRAIN AND BACKFILL """ �-- �` m ■ � GREENLEAF EVANS PROPERTY ��3 HWAGEOSCIENCES INC. 8615 OLYMPIC VIEW DRIVE a>< 05.21.01 2001082 ■ EDMONDS, WASHINGTON C:\1PROJECTS\2001\2001082\2001082003.DWG RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE COHESIONLESS SOILS COHESIVE SOILS Approximate Approximate Density N (bW*-sM) Relative Density(%) Consistency N Olowakt) Undraped Shear Strength ( sl) Very Loose 0 to 4 0 - 15 Very Soft 0 to 2 <250 Loose 4 to 10 15 35 Solt 2 to 4 250 - 500 Medium Dense 10 to 30 35 - 85 Medium Stiff 4 to 8 500 - 1000 Dense 30 to 50 65 - 85 Stiff a to 15 1000 - 2000 Very Dense over 50 a5 - 100 Very SIM 15 to 30 2000 - 4000 Hard over 30 >4000 USCS SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Coarse Gravel and Clean Gravel.' GW well -graded GRAVEL Gravely Soils GP Poortygraded GRAVEL Grained Pie or no Mes) Soils o O More than 50% of Coarse Gravel with o GM Silty GRAVEL Fraction Retained Fines (appreciable on No. 4 Sieve amount of fines) GC Clayey GRAVEL Sand and Clean Sand sw We"raded SAND More than Sandy Soils (little or no fines) SP Poorly -graded SAND 50% Retained 50% or More on No. of Coarse Sand with SM Silty SAND 200 Sieve Fraction Passing Fines (appreciable Size No. 4 Sieve amount of fles) SC Clayey SAND ML SILT Fine Silt Grained and UQA limit CL Lean CLAY Soils Clay Less than 50% OL Organic SILT/Organb CLAY MH Elastic SILT 50% or Mae lt Liquid LimitLiqLimitPassing arid and 50% or More CH Fat CLAY No. 200 Sieve Clay size OH Organic SILT/Organic CLAY Highly Organic Soils r �r PT PEAT COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 121n Cobbles 3 in to 12 In Gravel 3 In to No 4 (4.5mm) Coarse gravel 3 in to 314 in Fine gravel 314 in to No 4 (4.5mm) Sand No. 4 (4.5 mm) to No. 200 (0.074 mm) Coarse sand No. 4 (4.5 mm) to No. 10 (2.0 mm) Medium sand No. 10 (2.0 mm) to No. 40 (0.42 mm) Fine sand No. 40 (0.42 mm) to No. 200 (0.074 mm) Silt and Clay Smaller than No. 200 (0.074mm) TEST SYMBOLS %F Percent Fines AL Atterberg Limits: PL - Plastic Limit LL ■ Liquid Limit CBR California Bearing Ratio CN Consolidation DO Dry Density (pcf) DS Direct Shear GS Grain Size Distribution K Permeability MD Moisture/Dens)ty, Relationship (Proctor) MR Resilient Modulus PID Photolonization Device Reading PP Pocket Penetrometer Approx. Compressive Strength (tsf) SG Specific Gravity TC Triaxial Compression TV Torvane Approx. Shear Strength (tsf) 11C Unconfined Compression SAMPLE TYPE SYMBOLS ®2Ar OD Split Spoon (SPT) I (140111. hammer with 30 in. drop) Shelby Tube 3.0" OD Split Spoon with Brass Rings OSmall Bag Sample Large Bag (Bulk) Sample aCoro Run Non-standard Penetration Test (with split spoon sampler) GROUNDWATER SYMBOLS S% Groundwater Level (measured at Ume of drilling) = Groundwater Level (measured In well or open hole after water level stabilized) COMPONENT PROPORTIONS PROPORTION RANGE DESCRIPTIVE TERMS < 5% Clean 5 - 12% Slightly (Clayey, Silty, Sandy) 12 - 30% Clayey, Silty, Sandy, Gravelly 30-50% Very (Clayey, Silty, Sandy, Gravelly) Components are arranged in order of increasing quantities. NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation. Soil descriptions are presented in the following general order. MOISTURE CONTENT Densky/consistency, color, modifier (d any) GROUP NAME, additions to group name (d any), moisture DRY Absence of moisture, dusty, content Proportion, gradation, and angu/adtyofconstituents, additional comments dry to the touch. (GEOLOGIC INTERPRETATION) MOIST Damp but no visible water. Please refer to the discussion in the report text as well as the exploration logs for a more WET Visible free water, usually complete description of subsurface conditions. soil is below water table. GreenleafEvans Residence LEGEND OF TERMS AND SYMBOLS USED ON Y 8615 Olympic View Drive EXPLORATION LOGS HMGEOSCIENCES INC. Edmonds, Washington PROJECT NO.: 2001082 FIGURE: 4 LEGEND 2001082.GPJ 5/21/01 DRILLING COMPANY: HWA GeoSciences LOCATION: As shown in Fig. 2 DRILLING METHOD: Hand Auger DATE STARTED: 5/15/2001 SAMPLING METHOD: Bag Samples DATE COMPLETED: 6/15/2001 SURFACE ELEVATION: 479 t feet LOGGED BY: LCB — PT Loose, dark brown, silty, fine SAND with occasional gravel, moist Abundant organics and roots. (TOPSOIL) SP Medium dense, brown to rusty brown, slightly silty, slightly fine gravelly, fine SAND, with some organics (roots & rootlets), moist (ADVANCE OUTWASH) Gravel becomes fine to medium below 2 ft. Color is lighter brown. More gravely below 2.5 R Color is yellowish brown. BORING: GreenleafEvans Residence HA-1 8615 Olympic View Drive HMGEOSCIENCES INC. Edmonds, Washington PAGE: 1 of 1 PROJECT NO.: 2001082 FIGURE: 5 BORING 2001082.GPJ 5121101 01 DRILLING COMPANY: HWA GeoScienoes LOCATION: As shown in Fig. 2 DRILLING METHOD: Hand Auger DATE STARTED: 5/152001 SAMPLING METHOD: Bag Samples DATE COMPLETED: 5/152001 SURFACE ELEVATION: 469 t feet LOGGED BY: LCB a w 0 0 5- rn 5 U O u) m U DESCRIPTION PT Loose, dark brown, silty fine SAND with some gravel, moist Abundant organics and roots. (TOPSOIL) 1® SM Medium dense, brown to grey brown, slightly gravely, silty, fine SAND, with some organics (roots and rootlets), moist Fine to medium gravel. (ADVANCE OUTWASH) oc w U Ix CL Z hA; a F- H O J J 0' Z a0— �t0 O 0 0 SP Medium dense, greyish brown, slightly silty, slightly fine to SA-1 medium gravelly, fine to medium SAND, with trace organics, moist Sift content decreases to trace below 2.5 ft Sand Is gravel -free between 3 and 4IL SA-2 Refusal on gravel at 4 feet No ground water seepage observed. 0 20 40 60 BO . Water Content (%) Plastic Limit 1---0 Liquid Limit Natural Water Content NOTE: This tog of subsurface conditions applies only at the speed location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. ♦ Blows per foot SID F o. w 10 20 30 40 50 0 —0 I 1 1 1 I I I I 1 I I I I 1 1 I I I I I 1 I I 1 1 1 I I 1 I I I I I I I I 1 I I 1 I I I I I I I I I i I I I 1 1 1 1 1 1 I I 1 I 1 I I I 1 1 I 1 I I I I I I I I 1 I I I I I I I I I -1- �--I--L-1-J--1--L-1- I I I I I I 1 I 1 I I I I I I I I I I I I I 1 I I I I I 1 I I I 1 I I I I I 1 1 1 1 I I 1 1 I I I I 1 I I I I I I I 1 I 1 1 1 I 1 1 1 I I I I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I 1 1 I 1 I I I I I1 I I 1 I I 1 I 1 I I I I I I 1 I I I 1 I I I I I 1 I I 1 I I I I I I I I I I 1 1 1 1 I I 1 1 I I 1 1 I 1 1 I 1 1 I I 1 I I 1 I 1 1 1 I I 1 1 I I 1 I I I I 1 1 1 I I I I I I I I I I I I I I I 1 I I I I 1 1 I I I I I I 1 1 1 1 I I I I 1 I L_1_J__I__ L I I 1 I I I I I I I I I I I I 1 I I I I I I I 1 I I 1 I 1 1 I 1 I I 1 I I 1 I I 1 I I I 1 I 1 I 1 I I 1 1 I I I I 1 I 1 1 I I 1 1 I I I I 1 I 1 I 1 1 1 I 1 1 I 1 I I I I I I I I 1 I I I 1 I 1 1 I I I I 1 1 I I I 1 I 1 I I 1 1 1 1 I 1 - T - 1 - -I_ - r - T - 1 -- I I I I I I I I 1 I 1 I I 1 1 I I 1 I I 1 I I I I I I 1 I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I 1 I I 1 I I I I I 1 I I I I I I I I I I 1 I I I I I I I I I I 1 I 1 I I I 1 1 I 1 I a_ 5 100 GreenleafEvans Residence BORING: HA-2 8615 Olympic View Drive HMGEOSCIENCES INC. Edmonds, Washington PAGE` , of PROJECT NO.: 2001082 FIGURE: 6 BORING 2001082.GPJ 521101 DRILLING` COMPANY: HWA GeoSciences LOCATION: As shown in Fig. 2 DRILLING METHOD: Hand Auger DATE STARTED: 5/15/2001 SAMPLING METHOD: Bag Samples DATE COMPLETED: 5/16/2001 SURFACE ELEVATION: 488 t feet LOGGED BY: LCB �i H a w 0 0 5- Vl y U J J h Co W N D DESCRIPTION ' PT Loose, dark brown, silty, fine SAND, with occasional fine to I, J / medium gravel and abundant organics and roots, moist `I 1 (TOPSOIL) It W m }a a N a ~ Z rn m Q' FW- 0 W 7 C L o a 0 SP Medium dense, brown to yellowish brown, slightly silty, slightly fine to medium gravelly, fine to medium SAND, with trace organics, moist (ADVANCE OUTWASH) SP Medium dense, yellowish brown, dean, fine to medium SAND SA-1 moist SA-2 Trace fine gravel below 3 ft. Refusal on gravel at 4 feet No ground water seepage observed. 0 20 40 60 80 Water Content (%) Plastic Limit 1 --0 Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. GreenleafEvans Residence BORING: HA-3 Y 8615 Olympic View Drive HWAGEOSCIENCES INC. Edmonds, Washington PAGE: 1 of 1 BORING 2001082.GPJ 521/01 PROJECT NO.: 2001082 FIGURE: • Blows per foot F=- W w 10 20 30 40 50 G 1 I I 1 I I I 1 I 1 1 I 1 I I 1 1 I I I I 1 I I I I I I 1 1 I I I I I I I I 1 I 1 I I 1 1 I I I I 1 I I I I 1 I I I I I I I I 1 1 I 1 I I 1 I I 1 I I 1 1 I I I I I 1 I I 1 I I I 1 I 1 1 I I I I I I I I I I 1 I I I I I I I I I I I I I --�-- -I--L- - J--1--L-1- I 1 I 1 I I I I I I 1 1 I 1 I I I I I I I I 1 1 I 1 1 i I I 1 I 1 1 1 1 I 1 I I I I 1 I I 1 it I I I I I 1 1 1 1 1 I I I I 1 1 I I I 1 I I I I I I I 1 I 1 1 I 1 I I I I 1 1 I 1 I 1 1 I I I 1 I 1 I I I I I I I I I I I I I 1 I I I I 1 I 1 I -T-1--I--r-T-1--I-- r --T- 1 I I 1 1 I I I 1 I I I 1 1 1 I I I I I 1 I I I 1 I 1 I I I I I I I I I I I I I I 1 I I I t I I I I I I I 1 I I I I I I I I I I 1 I I 1 I I I I I 1 1 1 I 1 I 1 I I I I I I I I I I I I I I I I I 1 I L _ 1 _ J - L _ 1 I II I I I 1 I- 1 1 I I I I I I 1 I I 1 I 1 1 I I I I I 1 1 I I I I I I I 1 1 I I I I I I I I 1 I I 1 I I I I I I I I I 1 I I I I I I I 1 1 I I I 1 I 1 I I I I I 1 I 1 I I 1 1 1 1 1 I 1 1 I 1 I 1 I I I 1 I I I I I I I I 1 I I -T--1--r-r-T--1--r-r-�-- I I 1 I I I 1 I 1 I I I I 1 I 1 1 I I I I 1 1 I I I 1 I 1 I 1 I I I I I I 1 I 1 I I I I I i I 1 I I I I I 1 I 1 I I I I I I I I I I I I I I I 1 I I I I I 1 i I 1 I I I I 1 I I 1 I 1 I I 1 I I I I I 1 I 1 I I 1 1 I 1 I I 1 I I 1 1 I 1 100 01 DRILLING COMPANY: HWA GeoSGences LOCATION: As shown In Fig. 2 DRILLING METHOD: Hand Auger DATE STARTED: 5115/2001 SAMPLING METHOD: Bag Samples DATE COMPLETED: 5/1512001 SURFACE ELEVATION: 470 t feet LOGGED BY: LCB W W m W V Cr W Lu U ~ Q J Z J C, W tD FW- 2 DESCRIPTION a O 0 _ PT Loose, dark brown, silty, fine SAND, with occasional gravel 1, �� 1 and abundant organics and roots, moist (TOPSOIL) d1. SP Medium dense, rusty brown to brown, slightly silty, fine to medium gravely, fine to medium SAND, trace organics, moist (ADVANCE OUTWASH) Refusal on gravel at 2 feet No ground water seepgae observed. 5- SA-1 NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. ♦ Blows per foot W tot a w 10 20 30 40 50 0 u I I I I I I I 1 1 I I I I I 1 I I I 1 1 I 1 I I I 1 I I I I I I I I 1 I I I I I I I 1 I I I I I I 1 1 I I 1 I I I 1 I I I I I I I I 1 I I I 1 I I 1 1 I 1 I I 1 I I I I 1 1 I I 1 I I I I I I I I I I I I I I I 1 1 I I 1 1 1 I I 1 I I I -1-J--I--L-1- J--I--L-1- I I I 1 I 1 1 I I I I I I I 1 I I 1 I I I 11 I 1 I I I I I I I I I I I 1 I I I I I I I 1 I I I I I I 1 1 I I I I I I 1 1 1 1 I I 1 I I I 1 I I 1 1 I I I I I 1 I 1 I I I 1 I 1 1 I I 1 1 I I 1 I I 1 I I 1 I 1 I I I 1 I I I 1 I I I I I 1 I 1 1 1 1 1 I 1 - T-1--I-- r -T -'1--1-- r - 1- I I I I I I I I I I 1 I I 1 1 1 1 I 1 I I I I I I I I I 1 1 I I I 1 I I I I I I 1 I I I I 1 1 I 1 I I 1 1 I I I 1 1 I 1 1 I 1 1 I I I I I 1 I 1 I I I I 1 1 I I 1 1 I I 1 1 I I I I I I I I I 1 I I I I I 1 I I I I I I L _ 1 _ J _ _I_ _ L _ 1 I I I I 1 1 I I I I 1 I I I I I 1 I 1 I I 1 I I I I I I I 1 I I I I I I 1 I 1 I I I I 1 1 I I I 1 I 1 I I I 1 I I 1 1 I 1 I 1 I I 1 1 I I I I I I I I I I I 1 1 I 1 I I I 1 I I I I I I 1 I I I 1 1 1 1 I 1 1 I 1 I I 1 I I I I I I I I 1 I I 1 I I I I I I -r-�--r-r-�-�--r-r-�- I I I I 1 I I 1 I I I I 1 I 1 I 1 1 I I I I I I I 1 1 1 I 1 I 1 1 I I I I 1 I I I I I I I 1 I I I I 1 I I I I I I I I I 1 1 1 I I 1 I I I I 1 I I I I I 1 I 1 I I 1 1 I 1 I 1 1 I I I I 1 I 1 I I I I I I I I 1 I I I I 0 20 40 60 60 100 Water Content (%) Plastic Limit---0 Liquid Limit Natural Water Content GreenleafEvans Residence BORING: HA-4 8615 Olympic View Drive HMGEOSCIENCES INC. Edmonds, Washington PAGE: 1 of 1 PROJECT NO.: 2001082 FIGURE: 8 BORING 2001082.GPJ 5121101 DRILLING COMPANY: HWA GaoSciencas LOCATION: As shown In Fig. 2 DRILLING METHOD: Hand Auger DATE STARTED: 5/15/2001 SAMPLING METHOD: Bag Samples DATE COMPLETED: 5/15r2W1 SURFACE ELEVATION: 480 t feet LOGGED BY: LCB tr W W z It W Co .. W ,c F Z U) FW- 0 W w Z IL a i o DESCRIPTION a - O (D ' PT Loose, dark brown, silly, slightly fine to medium gravelly, fine SAND, with abundant organics and roots, moist .1 /. — (TOPSOIL) .1 I, SM Medium dense, dark rusty brown, slightly fine to medium gravelly, silty, fine SAND, with some organics, moist (ADVANCE OUTWASH) Medium dense, rusty brown to brown, slighltly silly, fine to SP medium gravelly, fine SAND, with trace organics, moist Refusal on gravel at 22 inches. No ground water seepage observed. 5- SA-1 0 20 40 60 80 Water Content (%) Plastic Limft I---0 Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. ♦ Blows per foot A a W 10 20 30 40 50 c I 1 1 1 1 I I I I I I I 1 1 I I I I 1 I 1 I I 1 1 I I 1 I 1 I I 1 1 I 1 I I 1 I I 1 I I I 1 1 1 1 I 1 1 I I I I I I 1 1 I I 1 I I I I I 1 1 I I 1 I 1 I I 1 I I I 1 1 1 I I 1 I I I I I I 1 I I I 1 I I 1 I I I I 1 I I I I 1 1 I I 1 I I -1---1--L-1- J--1--L-1- 1 1 I I 1 I I I I I 1 I 1 I I 1 1 I I I I I I I I 1 1 I 1 I 1 I I 1 1 I I I 1 1 1 I 1 I I 1 I 1 I I 1 I I 1 1 I 1 1 1 I I I I 1 1 1 I I I 1 I I I I 1 I 1 I 1 1 I 1 1 I I I 1 1 1 1 1 I I I I I 1 I I I I 1 1 1 1 1 1 I 1 I I I I I 1 1 1 1 1 I 1 1 -T-�--r-r-T-1--1--r-�- I I 1 1 1 I I 1 I I I 1 1 1 1 I 1 1 1 I 1 I I I 1 I 1 1 I I I I I I I I 1 1 I I I I 1 1 I I I I 1 1 I 1 I 1 1 I I 1 I I I I 1 I 1 I 1 I 1 1 1 I I I I I I 1 1 I I 1 I 1 I I I I 1 1 1 I I 1 I I 1 I 1 1 I I 1 I 1 I 1 I L_.1 _J_L_1_ I I 1 1 1 I I 1 I I 1 I I 1 I 1 I I I I I I I I 1 1 I I I I I I I I I I 1 I I 1 1 I 1 I I I I I 1 I 1 I 1 I 1 1 1 I I 1 i I I I 1 I 1 1 I I 1 1 I 1 I I I I I I 1 I I 1 1 I 1 1 1 1 1 1 1 I I 1 I 1 I 1 I 1 I I I I 1 I 1 1 I I 1 1 1 1 I I 1 1 1 1 1 1 I 1 - T -- 1 I I 1 I I I I I I 1 I 1 1 I I I I I I I I I I 1 1 1 I 1 I 1 1 1 I I I I 1 I I I 1 1 I I 1 I 1 I I I I 1 I 1 1 1 1 I I I 1 I 1 I I 1 1 I 1 I I I 1 1 I I 1 I I I 1 I I 1 1 I I 1 1 I 1 I I 1 1 1 I I I 1 1 I I I I I I l_ 5 100 GreenleafEvans Residence BORING: HA-5 8615 Olympic View Drive IMGEOSaENCES INC. Edmonds, Washington PAGE: 1 of 1 PROJECT NO.: 2001082 FIGURE: 9 BORING 20010a2.GPJ 5l4110I Jul-cr-cuui MUM From -PLAY TECH INC +4255629113 T-790 P.002/006 F-921 E E I V E D PRESENTING JUL 0 z0�� PUMPTECH 2 HORSEPOWER SEWAGE GRINDER SYSTEM PERMIT COUNTER FOR SINGLE FAMILY RESIDENCE USING HYDROMATIC GRINDER PUMPS MODEL MCW 8 230 VOLT SINGLE PHASE INCLUDING 2 HP HYDROMATIC HPG GRINDER PUMP CONTROL PANEL WITH HIGH WATER ALARM SLIGHT AND HORN 24 INCH XVO INCH FIBERGLASS TANK FIBERGLASS LID WITH VENT FTt'TING 3 CONg'ROL FLOATS INTERNAL ELECTRICAL JUNCTION BOX INTERNAL 1 1/4 INCH GATE VALVE HYDROMATIC QUICK DISCONNECT CHECK VALVE WITH INTERNAL PIPING STAINLESS STEEL PUMPTECH RAIL, SYSTEM PUMPTECH BELLEVUE WASHINGTON PHONE 425-644-8501 FAX 425-562-9213 APPROVED AS NOTED BY ENGINEERING 4- Date: i E~ �i E~ E :.l TFILEAug - 2001 TREE PERMIT COi�PJ i L'q • 1-I88 P.9041905 F-821 PUMPTFCR PACKAGE TATION MODS MCW.s A. PACKAGE GRINDER LIFT STATION SHALL BE EQUAL TO PUMPTECH SHORT RAIL RESIDENTIAL STATION AS MANUFACTURED BY PUMPTECH, INC. PACKAGE STATION TO INCLUDE THE FOLLOWING ITEMS AND BE AS DESCRIBED I. HYDROMATIC MODEL HPG200MZ-2 2HR SEWAGE GRINDER PUMP WITH 2 STAGE REVERSIBLE CUTTER ASSEMBLY, OIL FILLED MOTOR, TANDEM SEAL ASSEMBLY, CONNECTION BOX TO HAVE AN EPDXY BARRIER AND COMPRESSION FIT nNG WITH EPDXY ENCAPSULATION OF STRIPED LEADS, SEMI OPEN IMPELLER WHICH CAN BE FIELD TRIMMED TO MEET VARYING CONDITIONS. 2- PACKAGE CONTROL SYSTEM FOR SIMPLEX STATION CONSISTING OF: HYDROMATIC SIMPLEX Q CONTROL PANEL WITH THREE UL LISTED MERCURY LEVEL CONTROL SWITCHES, PROVISIONS FOR SEPARATE ALARM CIRCUIT, AUDIO AND VISUAL ALARMS, NEMA 3R ENCLOSURE, HOA, MAGNEGTIC STARTER, OVERLOAD PROTECTION SEPARATE CONTROL AND ALARM CIRCUIT BOARDS, LED INDICATOR LIGHTS FOR FLOAT OPERATION,120 VOLT CONTROL ATTACHED SCHEMATIC DRAW / 3. U- X JJRGJLASS BASIN WITH ANTI FLOTATION FLANGE, FIBERCrLASS COVER, COVER SHALL BE EQUIPPED WITH 11/2- PVC TANK . V 4A FITTING FOR MOUNTING VENT ATTACHMENT OF LID TO TANK WILL BE ACCOMPLISHED USING 6-" " STAINLESS STEEL BOLTS, TANK TO BE ��;1' 6(� . GELCOATED INSIDE AND OUT TO PREVENT WICKING TANK + AND LID TO BE GREEN IN COLOR. 4. PUMP GUIDE RAIL SYSTEM FOR REMOVAL OF PUMP UNIT SHALL BE AS MANUFACTURED BY PUMPTECH. INC. THE RAIL, SYSTEM SHALL USE 3/4" SCMDULE 40 STAINLESS STEEL PIPE FOR TIE RAILS AND STAINLESS STEEL COMPONENTS, THE DISCONNECT SYSTEM WILL USE A CAST IRON COMBINATION BALL CHECK VALVE WITH HYDRAULIC SEALING DIAPHRAGM AND GALVANIZED ADAPTER. THE BALL CHECK VALVE WILL BE INSTALLED SO. THAT IT WILL BE REMOVED ANY TIME THE PUMP IS PULLED FROM THE TANK DISCHARGE PIPE FROM PUMP TO BE 1 1/4' GALVANIZED STEEL PIPE. s- 1 1/4" BRASS GATE VALVE WITH 3/8" 303SS HANDLE EXTENSION TO ALLOW OPERATION OF THE VALVE FROM THE TOP Of THE TANK. m P.9051996 F-821 6. 4" X 4" X 4" PVC UL LISTED NEMA 4X ELECTRIC JUNCTION BOX WTTH 1 1/4"MEYERS HUB FOR OUTLET FROM TANK AND PVC COMPRESSION CORD GRIPS FOR THE FLOAT AND PUMP CORDS, JUNCTION BOX WILL HAVE REMOVABLE LID WITH GASKET FACING STRAiGIHT UP. 7. PVC SCREENED VENT WITH 180 DEGREE FITTING B. THE SYSTEM SHALL OPERATE BY 7UM CONTROL FLOATS. ON SUMP LEVEL RISE, THE FIRST FLOAT SHALL BE ACTIVATED BUT WELL NOT TURN ON THE PUMP. AS THE LEVEL CONTINUES TO RISE, THE SECOND FLOAT WILL BE ACTIVATED AND WILL START THE PUMP SEQUENCE. WHEN THE LEVEL FALLS TO THE FIRST FLOAT, THE PUMP WILL TURN OFF. N THE LEVEL CONTINUES TO RISE ABOVE THE SECOND FLOAT, THE THIRD FLOAT SHALL BE ACTIVATED, ENERGIZING THE AUDIO AND VISUAL ALARMS. C. THE PACKAGE SYSTEM SHALL MEET THE REQUIREMENTS OF THE DEPARTMENT OF LABOR AND INDUSTRIES ELECTRICAL INSPECTION DIVISION FOR RESIDENTIAL GRINDER PUMP SYSTEMS. D. OWNER SUPPLIED ELECTRICAL SERVICE: 230 VOLT SINGLE PHASE POWER WITH A 30 AMP BREAKER FOR THE PUMP SYSTEM E THE SUPPLIER WILL HAVE SERVICE PERSONAL ON STAFF AT ALL TIMES AND HAVE A PROVEN RECORD OF SERVICE CAPABIUTIES ALSO THIS SUPPLIER WELL HAVE A PAST HISTORY OF MAINTAINING PARTS INVENTORY FOR THIS PUMP SYSTEM ■.■ MENEM MEN MEN =:4:-...■C.....►' •u■.l..►'.. MEN Nommmbz ME ism■ ■■b;7q ■■■ oj:to . Aug-09-2001 09:53am From -PUMP TECH INC +4255629213 T-029 P.003/003 F-222 r: T �7f=Tf „_III �1p a ' . MYOROMATIC PANEL 0 WITH HIGH LEVEL ALARM LIGHT AND MORN S� :jjT k/<I SEAT. OFF IF CONDUIT IS USED ALL ELECTRICAL WORK MUST BE DONE PER'CODE SEE PLAN VIEW FOR ORIENTATION OF ELECTRIC AND PUMP DISCHARGE 1 FIBERGLASS COVER 29" DIA 2 PUMP POWER CORD 3 1 1/4" THREADED PVC DISCHARGE 4 1 1/4" GALVANIZED PIPE 5 1 1/4" GATE VALVE WITH STAINLESS STEEL HANDLE EXTENSION 6 HYDROMATIC BALL CHECK VALVE AND PUMP DISCONECT 7 2 HP HYDROMATIC GRINDER PUMP 8 .1 1/4' GALVANIZED PIPE 9 STANILESS STEEL SHORT RAIL GULQE SYSTEM 10 24"X FIBERGLASS TANK 11 ELECTRICI JUNCTION BOX A DIM NSIONS A B I C 1 0 29" 24" j 0"" nv GINEERING 2 H.P. RAIL SYSTEM um'ate: ECH 13251 Nartnup Way MCW--8 DISK 3A -`-j IncAeUgu in WA 05ESIZE DRAWN BY. DWG NO. REV 1 WSO MCW-8.OWG (425) 644-8501 Fox: (425) 562-9213 NONE DATE. 15 9 99 ln�e�d 0; r� k: 1 I 1 1 1 . I r 11 1 i it I May 18, 2001 HWA Project No. 2001082 Ms. Lori GreenleafEvans 19917 89's Place West Edmonds, Washington 98026 Attention: Ms. Lori GreenleatEvans Subject: GEOTECMICAL REPORT Proposed Residential Development 8615 Olympic View Drive Edmonds, Washington Dear Ms. GreenleafEvans; • Ir "T", I HWAGEOSCIENCES INC. 19730-64TH AVE. W., SUITE 200 LYNNWOOD, WA 98036-5957 TEL.425-774-0106 FAX.425-774-2714 www.hwageasciences.com RECEIVE® JUN 0 4 2001 PERMIT COUNTER This report presents the results of a geotechnical investigation for a proposed new residence on the subject lot in the City of Edmonds, Washington (Figure 1). The lot is located within a landslide hazard area as defined by the Edmonds Development Code Municipal Code (ECDC). The purpose of this report is to investigate whether the proposed development can be safely undertaken on the lot, and to address City of Edmonds requirements outlined in a letter dated May 7, 2001, from City of Edmonds, Building Division. Our work included a site reconnaissance, review of previous work in the area, subsurface explorations, laboratory testing, and engineering analyses to develop our results and conclusions. PROJECT DESCRIPTION We understand that a 2-story timber -framed house over a partial walkout basement is planned for the location shown in Figure 2. As indicated, the house will occupy the west part of the lot and the east portion will be traversed by an access driveway. Footprint dimensions of the house and the adjoining garage will be approximately 50 feet by 90 feet. Basement floor level is planned for elevation 470 feet, and the main floor is planned for elevation 479 feet. This will result in excavation of up to 6 feet below existing grade. A rockery retaining wall will be constructed at the toe of a steep slope parallel to the south property line to support cuts of up to 4 feet in height. The only feasible access to the property is a driveway located at the southeast corner. A sanitary sewer connecting into the municipal system will be provided. SITE DESCRIPTION AND OBSERVATIONS The lot is bordered by Olympic View Drive on the south, single family residences on the east and west, and an undeveloped Snohomish County Park on the north. The lot is roughly rectangular, with an irregularly shaped south property line of about 330 feet (east -west) in GEOLOGY GEOENVIRONMENTAL SERVICES HYDROGEOLOGY GEOTECHNICAL ENGINEERING TESTING & INSPECTION May 18, 2001 HWA Project No. 20010.82 length, and a width of between about 100 and 135 feet (north/south), for a total lot area of 38,597 square feet. The ground slopes down from the southeast corner (about El. 506 feet) to the northwest ' corner (about El. 454 feet) giving an average ground slope of about 15%. The west portion of the south property line is located along the toe of a steep slope (up to about 90%) of about 10 to 15 feet height adjacent to Olympic View Drive. The east property line is situated along the toe of another steep slope (up to about 80%). The proposed access driveway originating in the southeast corner of the lot will have a maximum slope of about 30%. No drainage features such as streams or ravines were observed. The lot's dense vegetation cover consists of shrubs, ferns, numerous old -growth cedar trees, and deciduous trees (several of them multi-trunked). The trunks of the trees appear straight and show no evidence of bending which could be indicative of slope creep. No evidence of slope instability was observed. 1 A granular fill terrace has been constructed in the past in the east part of the lot. We understand that the terrace was used as a lay -down area and parking for construction equipment. A quarry spall access road connects the terrace with Olympic View Drive. SUBSURFACE EXPLORATIONS The site was explored by means of five hand -excavated explorations extending to a maximum depth of 4 feet below existing ground. The hand auger holes were located in the field by pacing and taping from existing features and are shown approximately on Figure 2. The explorations were conducted on May 15, 2001. Pertinent information including soil description and engineering characteristics, stratigraphy, and ground water occurrence were recorded as the holes were advanced. A legend of the terms and symbols used on the logs are included on Figure 4, and the logs are presented in Figures 5 through 9.The stratigraphic contacts shown on the logs represent the approximate boundaries between soil types. However, the actual transitions may be more gradual The soil and ground water conditions depicted are only for the specific dates and locations reported and, therefore, are not necessarily representative of other locations and times. It is anticipated that water conditions will vary depending on seasonal precipitation, local subsurface conditions and other factors. SUBSURFACE CONDITIONS Our interpretation of subsurface conditions observed in the explorations was supplemented by a review of readily available geotechnical and geological data for the project area. The geological map by Smith, M (1975), "Preliminary Surficial Geological Map of the Edmonds East and Edmonds West Quadrangles ", indicates that the site is located near the contact between Whidbey Formation (Pre -Fraser Glaciation) deposits and Esperance Sand (Vachon Stade of Fraser Glaciation). A later geologic map by Minard, J.P (1983), "Geologic Map of 2001082LR.doc 2 HWA GEOSCIENCES INC. May 18, 2001 HWA Project No. 2001Q82 the Edmonds East and Part of the Edmonds West Quadrangles" defines the contact deposits as Transitional Beds (Fraser Glaciation to Pre -Fraser Glaciation beds and laminae of clay, silt, and fine to very fine sand) and Advance Outwash (Vachon Stade mostly clean, pebbly sand). Both maps are published by the Washington Department of Natural Resources, Division of Geology and Earth Resources. The explorations encountered an 8- to 10-inch thick highly organic topsoil layer of loose, dark brown, silty sand overlying medium dense, brown sand with a silt content decreasing with depth, and containing some fine to medium gravel. The bottom of this deposit was not penetrated in any of the test holes. Water was not observed in any of the test holes. Based on the absence of water in the holes or on the site in general, following a heavy rainfall, it is likely that the water table is deep. ' However, in wet periods, perching of water could occur on the less permeable silty topsoil layer at the base of the fill. ' CONCLUSIONS AND RECOMMENDATIONS ' GENERAL Based on the investigation, we conclude that the lot is suitable for the planned development and slope stability will not be detrimentally influenced by the development, provided the recommendations given in this report are followed. An important component of ensuring stability of the slopes is the provision of adequate surface and subsurface drainage to prevent water buildup in the slope deposits. Footing drains should be installed around the perimeter ' of all exterior walls, and retaining walls. Freely draining sand or sand and gravel should be used as backfill adjacent to basement walls, which can be supported on conventional spread footings bearing on the undisturbed native sand. SLOPE STABILITY ' According to the Edmonds Development Code Municipal Code (ECDC), Earth Subsidence and Landslide Hazard Area means "any area of the city which, by reason of excessively steep slopes, unsatisfactory foundation support, stability or topography has a risk of earth subsidence and landslide hazard in excess of normal allowances", and includes areas with .slopes greater than 15 percent. Section 20.15B.060 of the Code defines Steep Slope Hazard Area as any ground that rises at an inclination of 40 percent or more within a vertical elevation change of at least 20 feet (a vertical rise of 10 feet or more for every 25 feet of horizontal distance)". A predominant part of the subject lot classifies as Earth Subsidence and Landslide Hazard Area, with some steeper portions classified as Steep Slope Hazard Areas. We observed no evidence of slope instability in this area, and consider the potential for site slope instability caused by the proposed development to be low, provided that the development is constructed according to the recommendations given in this report. In our 2001082LR.doc 3 HWA GEOSCIENCES INC. • May 18 2001 HWA Project No. 2001.082 judgement, the planned development will improve surface and subsurface drainage, thereby, potentially increasing site stability and reducing the potential for slope instability influencing the steep slopes adjacent to Olympic View Drive. ' The southern face of the house will be setback a minimum distance of 20 feet from the rockery wall at the toe of the steep slope adjacent to Olympic View Drive, where the maximum slope height measured to the top of the wall is 18 feet. This setback satisfies the requirements of Section 1806.5.2, Building Clearance from Ascending Slopes, of the 1997 Uniform Building Code. According to this section, the setback for the proposed structure ' should be no less than 9 feet, which is provided at the southwest corner of the house where the slope is more gentle. We consider the proposed setbacks to be sufficient to satisfy Code requirements and acceptable for this site. ' We have not checked the stability of the rockery wall, as this task was beyond our scope of services. However, we understand that the wall was designed by a structural engineer. ' STRUCTURAL FILL MATERIALS AND COMPACTION For the purposes of this report, material used to raise grades or placed under structures is classified as structural fill.. Imported structural fill should consist of clean, free -draining, granular soils that are free from organic matter or other deleterious materials. Such materials ' should comprise particles of less than 4-inch maximum dimension, with less than 7% fines (portion passing the U. S. Standard No. 200 sieve), as specified for "Gravel Borrow" in Section 9-03.14(1) of the WSDOT Standard Specifications (WSDOT, 2000). The fine- grained portion of structural fill soils should be non -plastic. tfor It is likely that portions of the existing fill within cut/over-excavation areas may be suitable use as structural fill if the earthwork is performed during dry weather and the contractor's methods are conducive to proper compaction of the soil. However, these on -site materials contain appreciable amounts of fines. The use of materials with fines content higher than 7 percent should be approved by HWA on an application -specific basis. The existing topsoil and other organic -rich soils will not be suitable for use as structural fill, but may be used for landscaping purposes. Landscaping fill on the site should, however, be kept to an absolute minimum for stability considerations. Structural fill soils should be moisture conditioned, placed in loose horizontal lifts less than 8-inches thick, and compacted to at least 95% of the maximum dry density as determined using test method ASTM D1557 (Modified Proctor). Achievement of proper density of a compacted fill depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and soil moisture -density properties. In areas where limited space 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 relative compaction. ' 2001082LR.doc 4 HWA GEOSCIENCES INC. May 18, 2001 HWA Project No. 2001082 .Generally, loosely compacted soils result from poor construction technique or improper moisture content. Soils with high fines contents are particularly susceptible to becoming too wet, and coarse -grained materials easily become too dry, for proper compaction. ' SEISMIC CONSIDERATIONS 11 The project site lies within Seismic Zone 3 as defined in the 1997 Uniform Building Code (UBC). Zone 3 includes the western portion of Washington and represents an area of relatively high seismic risk. Recommended seismic design parameters presented in Table 1 include soil profile type, seismic coefficients, and control periods. Table 1 Seismic Coefficients for 1997 1Rr_RnQP.d Rvnhiatinne ;Seismic Soil Seisrruc ;Seisiruc Control Period, Control Period, Zone Profile Coefficient, Coefficient, hTo TF. T e, :'. y ..... ..... 3 Sc 1 0.33 1 0.45 0.11 1 0.55 Soil liquefaction is a phenomenon wherein loose, saturated, granular deposits temporarily lose strength and behave as a liquid in response to earthquake shaking. Based on our observation of relatively medium dense to dense material at or close to the base of the test holes, and the probable significant depth of the water table, we consider that the potential for seismic liquefaction on the site is relatively low. Hence, seismically -induced liquefaction instability is not considered to be an issue for this site. FOUNDATION DESIGN CONSIDERATIONS Spread and strip footings should extend through the topsoil layers and any fill to undisturbed, native sand. All exterior footings should be founded at least 18 inches below the lowest adjacent finished grade; interior footings should be founded a minimum of 12 inches below the top of adjacent slabs or floors. The footings should designed for a maximum allowable bearing pressure of 2,000 psf, subject to minimum footing widths of 18 and 24 inches for continuous strip and isolated column footings, respectively. The recommended maximum allowable bearing pressure may be increased by 1/3 for short-term transient conditions such as wind and seismic loading. ' Provided construction is accomplished as recommended herein, and for the foundation loads anticipated, we estimate differential settlements between adjacent load -bearing foundations to be less than 1 inch. 2001082LR.doc 5 HWA GEOSCIENCES INC. May 18, 2001 1 HWA Project No. 2001082 FOOTING CONSTRUCTION CONSIDERATIONS All footing excavations should be trimmed neat and the excavation bottoms should be carefully prepared such that over -excavation of native soils is avoided. All loose or softened soil should be removed from the footing excavation prior to placing reinforcing steel. We recommend that HWA should observe footing excavations prior to pouring concrete to verify that the recommendations of this report have been followed and that an appropriate bearing ' stratum has been exposed. If footing excavations are open during the winter, or periods of wet weather, we recommend ' that a lean concrete working mat or mud -slab, be placed to help preserve the subgrade until the footings are poured. ' SUBGRADE WALLS RETAINING WALLS AND We understand that concrete retaining walls will be utilized to provide necessary grade changes between proposed basement areas and adjacent exterior areas, and rockery walls will be used for grade changes on the lot. Maximum anticipated height of these walls is about 6 ' feet. Conventional cast -in -place concrete cantilever walls will be feasible for this application. We recommend that for areas of level backfill, design lateral earth pressures be determined using an at -rest equivalent fluid density of 50 pounds per cubic foot (pcf). This value assumes that backfill behind the walls is horizontal and is placed and compacted in accordance with our recommendations. Fill within a distance of about 3 feet of the walls should be compacted with lightweight equipment. Care must be taken to avoid over - compaction near the walls, or excessive lateral pressures may develop. Positive drainage should be provided behind the base of all subgrade and retaining walls to prevent the buildup of hydrostatic pressures as indicated on Figure 3. Wind, earthquakes, and unbalanced earth loads will subject the walls to lateral forces, which may be resisted by a combination of sliding resistance of the footing on the underlying soil and passive earth pressure against permanently buried portions of the wall and footing. For design purposes, a coefficient of friction of 0.4 may be assumed between the base of the footing and native foundation soils or compacted structural fill. An allowable passive earth pressure equivalent to a fluid weighing 260 pcf may be assumed for properly compacted fill placed horizontally against the sides of the foundations. These recommended values assume drained conditions that will prevent the build-up of hydrostatic pressure in the compacted fill. The passive resistance provided by the upper 2 feet of soils should be neglected in design computations unless protection against excavation is provided by pavement or a concrete slab. The recommended allowable passive earth pressure values include factors of safety of about 2.0 for static conditions. 1 200I082LR.doc 6 HWA GEOSCIENCES INC. May 18, 2001 HWA Project No. 2001082 SITE DRAINAGE Roof drains should carry all runoff via a tightline to a storm drain or other appropriate outlet, and must not discharge on any part of the existing slope on or below the site. Perimeter ' footing drains should be provided behind all subgrade and retaining walls as shown in Figure 3. Roof downspouts and footing drains should not be connected to reduce the potential for clogging and back flooding of the perimeter drains. ' EROSION CONSIDERATIONS ' Erosion during construction can be minimized by careful grading practices, the appropriate use of silt fences and/or straw bails and by implementing the recommendations in the Wet Weather Earthwork section of this report. The site should be seeded and growth of vegetation ' should be encouraged as soon as possible after grading. Surface runoff control during construction should be the responsibility of the contractor. All collected water should be directed under control to a positive and permanent discharge system. Permanent control of surface water should be incorporated in the final grading ' design. Water should not be allowed to pond immediately adjacent to foundations or paved areas. Grading measures, slope protection, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. ' WET WEATHER EARTHWORK ' The on -site soils are moisture sensitive and may be difficult to handle or traverse with construction equipment during periods of wet weather. Consequently, construction during wet weather periods and/or conditions is not recommended on this site. However, general recommendations relative to earthwork performed in wet weather or in wet conditions are presented below. These recommendations should be incorporated into the contract specifications and should be required when earthwork is performed in wet conditions. 1) Earthwork should be performed in small areas to minimize exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil ' disturbance. 2) Material used as structural fill should consist of clean granular soil with less than 5% passing the No. 200 sieve, based on wet sieving the fraction passing the'/4- inch sieve. The fine-grained portion of the structural fill soils should be non - plastic. These are additional restrictions on the structural fill materials described above. ' 2001082LR.doc 7 HWA GEOSCIENCES INC. May 18, 2001 HWA Project No. 2001.082 3) The ground surface within the construction area should be graded to promote run- off of surface water and to prevent the ponding of water. 4) Excavation and placement of structural fill material should be monitored by 1 someone experienced in wet weather earthwork to determine that the work is being accomplished in accordance with the project specifications and the 1 recommendations contained herein. . CONDITIONS AND LIAUTATIONS 1 We have prepared this letter report for use b Ms. Lori GreenleafEvans for use in the design Y g of a single-family residence on the above lot. This report should be provided to prospective 1 contractors for their bidding or estimating purposes, but conclusions and interpretations included in this letter report should not be construed as our warranty of the subsurface conditions. Experience has shown that soil and ground water conditions can vary 1 significantly over small distances. Inconsistent conditions can occur between explorations and may not be detected by a geotechnical study. If, during future site operations, subsurface 1 conditions are encountered which vary appreciably from those described herein, HWA should be notified for review of the recommendations of this letter report, and revision of such if necessary. 1 This report is issued with the understanding that it is the responsibility of the owner to ensure that the information and recommendations contained herein are brought to the attention of the appropriate design team personnel and incorporated into the project plans and specifications. It is also the owner's responsibility to see that the necessary steps are taken to verify that the contractor and subcontractors carry out these recommendations in the field. In ' this regard, we recommend that HWA be retained to review the plans and specifications. We also recommend that HWA�in d to monitor the geotechnical aspects of construction. ' The scope of work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or ground ' water at this site. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the ' contractor. The contractor should notify the owner if any of the recommended actions presented herein are considered unsafe. 200I082LR.doc 8 HWA GEOSCIENCES INC. May 18, 2001. HWA Project No. 2001082 We appreciate the opportunity to be of service. If you have any questions or concerns, please do not hesitate to contact us. Sincerely, HWA GEOSCIENCES INC. rng, Les C. Banas SaH. HoP.E. Senior Geotechnical Engineer Principal Geotechnical Engineer Enclosures: Figure 1. Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Footing Drainage Requirements Figure 4 Legend of Terms and Symbols Used on Exploration Logs Figure 5 Log of Hand Auger Hole HA-1 Figure 6 Log of Hand Auger Hole HA-2 Figure 7 Log of Hand Auger Hole HA-3 Figure 8 Log of Hand Auger Hole HA-4 Figure 9 Log of Hand Auger Hole HA-5 LCB:SAH:Icb • NOT TO SCALE VICINITY MAP GREENLEAF EVANS PROPERTY 8615 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON il 05.21.01 1 2001082 i . ' '.p .vp v :• • ..v:v. %: U0:0. V:U. 4 V:U . .O O�.00 po'�O po'o0'po'o0 00'0. oO:O :O:�oO:0:�o0:0:0:� •Oo00 TOP OF CONCRETE 0 000 0 0o0 .O0 :000 0 :0�0 o: �,o ed ° SLAB OR PROPOSED ■ oQ:o. op:o. o.:o. GRADE •O:�p0:0:•�pO:O:�p0:0;�p0:0:� 00.0 00.0' 00.00. p.o.' ..0 O0 p.oOO d .O DO;OO D ' :t$. A pO e' ° ■ EXCAVATION SLOPE °` . .. ... .. OO:O .'.'. de ' 09':::' :':':'::::'' 12' MIN, ........... ONE PIPE DIAMETER . ■ MINIMUM e. PERFORATED PLASTIC PIPE, ■ SLOPED TO DRAIN NOT TO SCALE i LEGEND: BACKFILL: WELL GRADED SAND AND GRAVEL, MEETING THE SPECIFICATIONS OF "GRAVEL BACKFILL "GRAVEL FOR WALLS" p ■ OR BORROW" AS DESCRIBED IN THE WSDOT STANDARD SPECIFICATIONS PEA GRAVEL: WASHED 3/8" PEA GRAVEL 1 - . TYPICAL WALL DRAIN AND BACKFILLWA" W PL— ngm� GREENLEAF EVANS PROPERTY LCB HMGEOSCIENCESINC 8615 OLYMPIC VIEW DRIVE an 05.21.01 rw+c« "a 2001082 ■ EDMONDS, WASHINGTON C:\1PRO,ECT5\2001\2001082\2001082003.DWG RELATIVE DENSITY OR CMSISTENCY VERSUS SPT N-VALUE COHESIONLESS SOILS COHESIVE SOILS Approximate Density N (lxowsfft) Relative �e(%) Consistency N (blowsi t) Urdralned Shear Strength ( sn Very Loose 0 to 4 0 - 15 Very Son 0 to 2 <250 Loose 4 to 10 15 - 35 Son 2 to 4 250 - 500 Medium Dense 10 to 30 35 - 65 Medium Stiff 4 to 8 Soo - 1000 Dense 30 to 50 85 - 85 Stiff a to 15 1000 - 2000 Very Dense over 50 85 - 100 Very Stiff 15 to 30 2000 - 4000 Hard over 30 >4000 USCS SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Come Gravel and Clean Gravel •' GW I Well -graded GRAVEL Gravely Soils GP Poorly -graded GRAVEL Grained (Idtfis or no fines) Soils e Q More than 50% of Coarse Gravel with o GM Silty GRAVEL Fraction Retained Fines (appreciable dwlu on No. 4 Sieve amount o&f lines) GC Clayey GRAVEL Sand and Clean Sand sw Well -graded SAND More than Sandy Soils (little or no fines) SP Poony-graded SAND 50% Retained 50% or More on No. of Coarse Sand with SM Silty SAND 200 Sieve Fraction Passing Fines (appreciable size No. 4 Sieve amount of fines) SC Clayey SAND SILT Flee SiltML Grained and Liquid Limit CL Lean CLAY Sots Less than 50% Clay _ — oL Organic SILT/Organic CLAY MH Elastic SILT 50% or More sat Uqud Limn Passing and 50% or Mora CH Fat CLAY No. 200 Sieve Clay Size OH Organic SILT/Organic CLAY Highly Organic Sods � rr PT I PEAT COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 In Cobbles 3 in to 12 In Gravel 3 in to No 4 (4.5mm) Coarse gravel 3 in to 314 in Fine gravel 3/4 in to No 4 (4.5mm) Sand No. 4 (4.5 mm) to No. 200 (0.074 mm) Coarse sand No. 4 (4.5 mm) to No. 10 (2.0 mm) Medium sand No. 10 (2.0 mm) to No. 40 (0.42 mm) Fine sand No. 40 (0.42 mm) to No. 200 (0.074 mm) Silt and Clay Smaller than No. 200 (0.074mm) ' TEST SYMBOLS %F Percent Fines AL Attefberg Limits: PL - Plastic Limit LL - Liquid Limit CBR CalHomia Bearing Ratio CN Consolidation DD Dry Density (pcf) DS Direct Shear GS Grain Size Distribution K Permeability MD Moisture/Density Relationship (Proctor) MR Resilient Modulus PID Photolonization Device Reading PP Pocket Penetrometer Approx Compressive Strength (tsf) SG Specific Gravity TC Trlaxial Compression TV Torvane Approx. Shear Strength (tsf) UC Unconfined Compression SAMPLE TYPE SYMBOLS ®2.0' OD Split Spoon (SPT) (140 lb. hammer with 30 In. drop) IShelby Tube 3.0" OD Split Spoon with Brass Rings OSmall Bag Sample Large Bag (Bulk) Sample aCore Run Non-standard Penetration Test (with split spoon sampler) GROUNDWATER SYMBOLS S[ Groundwater Level (measured at time of drilling) T Groundwater Level (measured In well or open hole after water level stabilized) COMPONENT PROPORTIONS PROPORTION RANGE DESCRIPTIVE TERMS < 5% Clean 5 - 12% Slightly (Clayey, Silty, Sandy) 12 - 30% Clayey, Silty, Sandy, Gravelly 30-50% Very (Clayey, Silty, Sandy, Gravelly) Components are arranged in order of increasing quantities. NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation. Soil descriptions are presented in the following general order. Density/consistency, -for, modifier (if any) GROUP NAME, additions to group name (lf any), moisture content Proportion, gradation, and angularity of constituents, additional comments. (GEOLOGIC INTERPRETATION) Please refer to the discussion in the report text as well as the exploration logs for a more complete description of subsurface conditions. MOISTURE CONTENT DRY Absence of moisture, dusty, dry to the touch. MOIST Damp but no visible water. WET Visible free water, usually soil is below water table. GreenleafEvans Residence LEGEND OF TERMS AND SYMBOLS USED ON 8615 Olympic View Drive HmGEosaENCES INC. Edmonds, Washington EXPLORATION LOGS PROJECT NO.: 2001082 FIGURE: 4 LEGEND 2001082.GPJ 5121101 DRILLING COMPANY: ' HWA GeoSciences TION: As shown in Fig. 2 DRILLING METHOD: Hand Auger DATE STARTED: 5/15/2001 SAMPLING METHOD: Bag Samples DATE COMPLETED: 5/15/2001 SURFACE ELEVATION: 479 2 feet LOGGED BY: LCB 0 5- rn 3 U O rn m v DESCRIPTION — PT Loose, dark brown, silty, fine SAND with occasional gravel, moist Abundant organics and roots. (TOPSOIL) SP Medium dense, brown to rusty brown, slightly silty, slightly fine gravelly, fine SAND, with some organics (roots & rootiets), moist (ADVANCE OUTWASH) Gravel becomes fine to medium below 2 ft Color is lighter brown. More gravelly below 2.5 ft Color is yellowish brown. Refusal on gravel at 3 feet No ground water seepage observed. Coz D w U toD c W to co a .. ems+ Z N H p ♦ Blows per foot a a mm W z Ix _ a ILW O III � 0 10 20 30 40 50 SA-1 SA-2 0 20 40 60 so Water Content (°6) Plastic Limit Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated N. and therefore may not necessarily be indicative of other times and/or locations. r0 I I I 1 I I I I 1 I I I I I I 1 I I I I I I I I I I 1 I I 1 I 1 I I I 1 I I I I 1 1 I 1 I 1 1 1 I I 1 I 1 I I 1 1 I 1 I I I I 1 1 I I I I I I I I 1 I I I 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I I 1 I I -- 1 --I--1--1--1--I--I-- L - I -- ' 1 I I I I I I I 1 1 1 1 I I I I I I I 1 1 I 1 I I I 1 I 1 1 I 1 1 I 1 1 I I I I I 1 I I 1 I I I I I I 1 1 I I I I I I I I I I I I I 1 I I 1 1 I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 --T --1--I--r-T--1--I--r-T- I 1 I I I I I I 1 I 1 I I I I I I 1 I i 1 I 1 I I 1 I I I 1 I 1 I I 1 I I I I 1 1 I I 1 1 I I I 1 I I 1 I I I I I 1 I I I I I 1 I I I I I 1 I I 1 I I I I I 1 I I I 1 I I I I I I I 1-J--I— L-1-J--I--L-1— I I I I 1 I I I 1 I I I 1 I I I 1 I I I I I I 1 I I 1 I I I 1 I I I I I I I I 1 I I I 1 I 1 1 I 1 1 I 1 I I I 1 1 I I I t I 1 I I 1 I I I I I 1 I I I I 1 I I I 1 I I I I 1 1 I 1 I I I I I I I I 1 1 I I I I 1 I I I I I 1 I I I I I I I I I I 1 I 1 1 I i I I I I I I I I 1 I I I 1 1 I I 1 I I I I 1 I I I I I 1 I I 1 1 I I 1 I I I 1 1 i I 1 I I I I i I 1— 5 100 BORING: GreenleafEvans Residence HA-1 8615 Olympic View Drive HmaosaENCES INC. Edmonds, Washington PAGE` 1 of 1 PROJECT NO.: 2001082 FIGURE: 5 BORING 2001092.GPJ 5r21101 BORING: GreenleafEvans Residence HA-2 V 8615 Olympic View Drive fmaosaENCES INC. Edmonds, Washington PAGE` , or , PROJECT NO.: 2001082 FIGURE: 6 BORING 2001082.GPJ 5/21/01 DRILLING COMPANY: 'HWA GeoSciences TION: As shown in Fig. 2 DRILLING METHOD: Hand Auger ReSTARTED: 5/15/2001 SAMPLING METHOD: Bag Samples DATE COMPLETED: 5/15/2001 SURFACE ELEVATION: 468 t feet LOGGED BY: LCB �i F W w O 0 5- y N U J J h m U D DESCRIPTION I PT Loose, dark brown, silty, fine SAND, with occasional fine to r,medium gravel and abundant organics and roots, moist �� (TOPSOIL) w U W m Z m N W a C j.- m N � t- rn Q p h . ♦ Blows per foot W W rD �1 Z a a W w D O W W 0 10 20 30 40 50 � SP Medium dense, brown to yellowish brown, slightly silty, slightly fine to medium gravelly, fine to medium SAND, with trace organics, moist (ADVANCE OUTWASH) SP Medium dense, yellowish brown, dean, fine to medium SAND SA-1 moist SA-2 Trace fine gravel below 3 ft. Refusal on gravel at 4 feet. No ground water seepage observed. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. I I I 1 I 1 I I I I I I 1 I I I I I I I I I I 1 I 1 I 1 I I 1 I I I I I 1 I 1 I I 1 I I I 1 I 1 I I I 1 I I 1 I 1 I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I 1 I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I 1 I 1 I I I I I I I 1 1 I 1 I I I I 1 I I I I I I I 11 I I I 1 I 1 I 1 I I I I 1 I I I 1 I I I 1 I 1 I I I I I I I I I I I 1 I I I I I 1 I d I I 1 I 1 I I I I I I I I I I —T-1——I—-r- 7—'1--I-— r —7 -- I I I I I I 1 I I 1 I I I I I I 1 I I 1 I I 1 I I I I I 1 I 1 1 I 1 I I I I I I I I 1 I I I I I I 1 I 1 I 1 I I I I I I I I I I I I 1 I I I I 1 I I I 1 I 1 I I I I I I I I I I 1 I I I 1 I I I I I 1 1 I 1 1 I I I I I _1_J__ _I__ L_ 1_ J__IL_ 1_ I I I I I I I I I I I 1 I I I I 1 I 1 I I I I I I I I 1 I I I I I I 1 I 1 I I I I I I 1 I 1- I I I I I I I I I I I I I I I 1 I 1 I 1 I I I 1 I I 1 I 1 I I 1 I 1 I I I 1 I I I 1 I I I I I I I I 1 I I I r _ T _ I I I 1 I 1 I 1 I I I 1 1 I 1 I 1 I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I 1 I 1 I I I I I 1 1 I 1 0 20 40 60 80 Water Content (%) Plastic Limit 1---0— Liquid Limit Natural Water Content 100 GreenleafEvans Residence BORING: 1 HA-3 8615 Olympic View Drive fMGEOSCIENCES INC. Edmonds, Washington PAGE: , of , PROJECT NO.: 2001082 FIGURE: % BORING 2001082.GPJ 521/01 PT Loose, dark brown, silly, fine SAND, with occasional gravel and abundant organics and roots, moist J r. — (TOPSOIL) SP Medium dense, rusty brown to brown, slightly silty, fine to medium gravelly, fine to medium SAND, trace organics, moist (ADVANCE OUTWASH) BORING: GreenleafEvans Residence HA-4 8615 Olympic View Drive HMGEOSCIENCES INC. Edmonds, Washington PAGE` t of 1 PROJECT NO.: 2001082 FIGURE: 8 . BORING 2001082.GPJ &21101 DRILLING COMPANY: MWA GeoSciences 'ON: As shown in Fig. 2 RESTARTED: DRILLING METHOD: Hand Auger 5/15=1 SAMPLING METHOD: Bag Samples DATE COMPLETED: 5/15=1 SURFACE ELEVATION: 480 t feet LOGGED BY: LCB a W O 0� 5- W V O W ao U j DESCRIPTION ' PT Loose, dark brown, silty, slightly fine to medium gravelly, fine SAND, with abundant organics and roots, moist (TOPSOIL) SM Medium dense, dark rusty brown, slightly fine to medium gravelly, silty, fine SAND, with some organics, moist (ADVANCE OUTWASH) Medium dense, rusty brown to brown, slighltly silly, fine to SP medium gravelly, fine SAND, with trace organics, moist Refusal on gravel at 22 inches. No ground water seepage observed. 0: W W U m FW- a ? N d Q µN1 t- 0 W W J J W m K Z wa O SA-1 NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. • Blows per foot 0 gy m., o _ w 10 20 30 40 50 1 1 I I I 1 I 1 1 I I 1 I I I I I 1 I 1 I 1 I I I I I 1 1 I I 1 I I I I I I I I I I I I I 1 1 I I 1 1 1 I 1 I I 1 1 0 I I I 1 I 1 1 I I I 1 I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 1 1 I I 1 I 1 I I I -1-J--I--L-1-J--1--L-1- I 1 I I I 1 I I I 1 1 I I I I 1 1 I I I I I I I I I I I I I I I 1 I 1 I I I I I 1 1 I I I 1 I I I I 1 I I 1 I I I I I I I I 1 1 1 1 I I I 1 1 I 1 I 1 1 I I 1 I 1 I I I I I I I I I I I I I I I 1 1 I I I I I I I I 1 I I I I 1 I I I I 1 1 I I I I 1 I I I I 1 1 I I I I I 1 I I I I 1 1 I I I 1 I I I I 1 1 I I 1 I I I I I I I I 1 I I I I 1 I I 1 I I1 1 I II I 1 I I 1 1 I I I I I I I I I 1 1 I I I I I I I I I I 1 I I 1 I I 1 I I I I L - J - J - -I- - L - 1 - I 1 I 1 I I I 1 1 I I I I I 1 I I I I 1 I 1 I I I I I I I I 1 I I I I 1 1 1 I 1 I I 1 1 1 1 I I I 1 I I 1 1 I I I 1 1 1 I 1 1 I I 1 I 1 1 1 1 I 1 I I I I I I I I 1 1 I I I I I I I 1 1 I 1 I I I I I I i 1 1 I I 1 I 1 - T - -1 - -1- - r - T - -1 - -1- - r - i - I I 1 I 1 1 I 1 1 I I I I I I 1 1 I 1 I I I I I I I I 1 I I I I I I I I 1 1 I 1 I I I I I I I 1 1 1 I 1 I 1 I I I I I I I I I I I i I I 1 1 1 1 I I I I I I 1 1 I I I I I I I I 1 I 1 1 1 1 I I I I I 1 1 I 1 I I 1 I I I I I 1 1 1 I I I 5 0 20 40 60 80 100 Water Content Plastic Limit 1 — 0 Liquid Limit Natural Water Content BORING: � GreenleafEvans Residence HA-5 8615 Olympic View Drive HMGEosaENCES INC Edmonds, Washington PAGE: 1 of 1 PROJECT NO.: 2001082 FIGURE: 9 BORING 2001082.GPJ 521/01 SNOHOMISH COUNTY PARK Olympic View Drive Pavement LEGEND HAND AUGER c HA-4 BORING AND APPROXIMATE LOCATION 'O � I o' �o' 20' 30' so' PL MwA GREENLEAF EVANS PROPERTY CHMM sy LCB T2 SITE AND EXPLORATION PLAN U>< SCALE: 1"=30' HMGEOSaENCES INC EDMONDS, WASHINGTON 05.21.01 2001082 C:\1 PROJECTS12001�2001082%2001082002.DWG a `�: �: 4? F0ZMrav3H'V V-0ZM a_HY ads VL-0 CHANNELIZING DEVICE SPACING (FEET) TAPER TANGENT 20 40 LEGEND ®� WORK AREA 28" TRAFFIC CONE -0- EXISTING TRAFFIC FLOW Q SIGN LOCATION FLAGGING STATION PROTECTIVE VEHICLE ® OR WORK VEHICLE N 0 0 11 Notes: 1. All signs and spacing shall conform to the MUTCD and City of Edmonds specs. 2. Work zone is 1 00'w/o c/I 86 PL W & 18' n/o c/I Olympic View DR 3. Flaggers will control alternating one-way traffic. 4. Alert affected residents 5. Channelizing devices are 28" cones. 6. Tapers will be 50' - 100' and must contain at least 6 devices. 7. All signs are 48" x 48" B/O unless otherwise specified. OW H1bON z N 1 Pilchuck Contractors, Inc. Job #106093494 10 Feb 03 Sheet 1 / 1 J. Buss National Barricade Co a0 �! o aoo°K •1 *************** -COMM. JOURNAL- DATE MAR-11-2003 ***** TIME 17:31 *** P.01 MODE = MEMORY TRANSMISSION START=MAR-11 17:29 END=MAR-11 17:31 FILE NO.= 246 STN NO. COM ABER NO. STATION NAME/TEL.NO. PAGES DURATION 001 OK s 92264184260 002/002 00:01'05" -CITY OF EDMONDS - *********************************** -DEU SERU DEPT - ***** - 4257710221- ********* F 1:ED FAI City of Edmonds Development Services Department Build ing•Engineering-Planni ng 121 5!'Avenue North -2' Floor Edmonds, WA 98020 Phone:425.771.0220 Fax:425.771.0221 • XCOVER PAGE . �p To: 01A A�From: I Date Transmlttedl.-%� J'D 612 I Recipient's Fax hlo* 40b -1 j Q -411a0 _ l No. of Pages;_ __ 1 (incwaing cover page.) If there are any problems during transmission or documents are received incomplete, please call 425.771.0220 and ask for: _ Subject: L:Tempryana1fomWDSFAX City of Edmonds U11116W 11 RIGHT-OF-WAY CONSTRUCTION PERMIT A. Address or Vicinity of Construction: ,i, , n I D r ■ ,hermit No• Issue Date: C. Contractor:-t zlcomP,IahU&) � i Contact: S,15�' d r Lb A Mailing Address: «�a '41) Phone: ='V/0 ti i ► y� 4 �' �1 }' i� (} Seal.LV A�8 ►33 State License #: Liability Insurance: Bond: $ D. Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project ❑ EUC (PUD, VERIZON, PSE, AT& T, OVWD) ❑ Multi -Family [ Single Family ❑ Other INSPECTOR: F. PAVEMENT CUT: ® YES ❑ NO CONCRETE CUT: ❑ YES ❑ NO G. SIZE OF CUT C- l X -,- INDEMNITY. Applicant, understand by his/her signature L to this application he/she holds the City.of-*Edmunds harmless from injuries, damages or clah4s of any 'kin or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. ♦ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the workday — NO EXCEPTIONS. ♦ Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS Signature: (Contractor or Agent) Date: %�)%/ LZ3 UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE (Phone 425-771-0220, Ext. 1326) FINAL APPROVAL OF PERMITTED WORK: CI05j;ig o4iA Afowvl - -eA DATE: 7012 MV 7 B , pector's Signature Jcoll' Ks For see Information handout. No NN't)121%." `iIIALL BF,(:IN I'MOIZ TO PERINI "h ISS11ANCE, ADF Surveyors re kiv May 3, 2001 Meg Gruwell City of Edmonds Planning Division 121 5`' Ave. N. Edmonds, WA 98020 re: Plan Check 01-140 for Lori Greenleaf -Evans Dear Meg, Pursuant to our conversation this morning, it is evident that, based on the City's aerial topography map and the indicated overall slope of the land from Olympic View Drive to Puget Sound, the average gradient of the slope is well under the City's 40% criteria for classification as a critical area. In fact, the average gradient, even in the worst case, is generally less than 20%, not considering local variations that exist throughout the slope. If I can be of further assistance in this matter, please call. Reg ds, Gerald L. Painter, PLS `U L. p W WA t96�t!Y�F 1�y L EXPIRES 1 1 .2� , 0 Z -o?�- C� 1, 1521 Wetmore Ave., Everett, Washington 98201-2057 USA phone (425) 258-4522 fax (425) 303-9313 RECEIVED MAR 5 - 2003 ENGINEERING DIVISION CONSTRUCTION NOTES 1. The roadway will beopen to two-way traffic from 4PM to 9AM. 2. The contractor will be allowed to close OVD from 9AM to 4PM for a maximum of 3 days. 3. Open cuts and trenches will not be exposed to auto or pedestrian traffic. Open cuts must be covered with steel plates or backfilled with ACP daily. 4. Steel plates will be on site prior to the roadway being excavated. 5. Steel Plate Ahead signs will be installed 75' in front of plates installed across the roadway. 6. The Traffic Control Plan will comply with the MUTCD and City of Edmonds Traffic Control Requirements. 7. ft.6 �,X, wG..o l i �cc aY, or a c c� 5 f� sir Ltvr,-ram s Thank you, a�va✓ �1�� Glen Atwood tpGay, n 1,a'0 �s. f Atwood Construction �,� �,m 425-308-5304 Cell# �! 5 - z, Td A-✓.c y v J -'o R- q a ✓R 14-L y M114 1 late: ZJ t4 u ' s � o � c A J k it -• J A ROE ED TE . Date: b lie L fill o W ^ ' -4 td N O a g b U 6 C7 pill o� ww' 8R8 " o Q Z O W >0 g o W N W Z W U a .s lk a o HI ag �x a�som ao:+d 0 9 L07 1S �1l 3.,6*,6J,.00N ,8'f'f C IN (O Q ,6'tf m W� ,ZL'SZ1 �- 503 "5 Aw- - 32.1' 3.91,19-OON P L07 o 01� �N D Nfa 3 Y ccpp' o C14 e} 04 4k m 4 N �ry u40Uzi 60 Cs co Z Q. bL �w\� aa�� JOr V Z � OZ � Wv S� a M NLu a ;$ � 54.6' tL 0 � o V- N u) ..: N pj *— M 00 jV-00 Va I vo h Z 0 to City of Edmonds Permit No• - RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: 6 .� .. A. Address or Vicinity of Construction: B. Type of Work (be specific): C. Contractor- ATwt?c fl L l/f1 h i Contact: C: L E" Mailing Address: 1-' /. dry_ /Zvi All t // Zi'4 Phone. U 2_!. ` 71 -% y 44 State License Liability. Insurance: jU Bond: $ / Z /�)OO D. Building Permit # (if applicable):. Side Sewer Permit # (if applicable): E. ❑ ' Commercial ❑ Subdivision ❑ City Project ❑ EUC (PUD, VERIZON, PSE, AT& T, OVWD) ❑ .Multi -Family Single Family ❑ Other INSPECTOR: F. PAVEMENT CUT: ❑ YES ❑ NO G. SIZE OF CUT X CONCRETE CUT: ❑ YES ❑ NO 4 'p ,-� yy INDEMNITY. Applicant understands by Yhis%her signature to. this application he/she holds the City of Edmonds harmless from injuries, damages or claims of -any, kind or description _ whatsoever, foreseen or unforeseen, that may be made against the .City of Edmonds or any of its departments or employees, including but.not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS. RESPONSIBLE FOR WORKMANSHIP AND MATERIALS -'FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ . Traffic. control. and public safety shall be in accordance with 'City.regulations as required by the City Engineer. Every flagger ,must,: be trained as required by. (WAC)..296-155-305 and must have certification verifying completio o the required training'in their. possession.` ♦ Restoration is' 'to be in accordance' with': City, codes.' All street-cut,trench work shall be patched with asphalt or City - approved material prior ,to'the end,of the workday - N6 EXCEPTIONS. ♦ Three sets: of construction drawings of proposed work are required with,, the: permit application. CALL DIAL A DIG (1=800 424-5555) PRIOR`TO BEGINNING WORK I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND.. THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE. THE PINK COPY.OF:THE PERMIT AVAILABLE -ON SITE AT ALL TIMES, FOR INSPECTIONS Signature:_A l.a/�� Date (Contractor or Agent) CITY,USE ONLY, '.'. Approved by: R�glit of way Fee. Time Authorized: Void After14*a: y'' Dlsruph'on�.Fee/'Fund 111 Special Conditions: /f4''"''#""'`'� Restoration Fee: - l a.d - 49 A_-*PA4 r..r /.AzA_-4i&1 7Irkw,3sta! , 7v "� ' �= r� `nTntaI Fnn• 7_77— Receipt No: _ ° Issued by: Tii'. UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 18.00. OF, THE. EDMONDS COMMUNITY DEVELOPMENT CODE (Phone 425-771=0220, Ext. 1326) FINAL APPROVAL OFPERMITTED WORK.-,DATE:'­iiZ1,43 `'L Inspe&or.'s Signature For inspection requirements.see Engineering Inspection Information handout. DAMy Documents\Forms\Engnmg\ROWpermit_ doc ' l �• BATE RECEIVED 01'PERMITEXPIRES CITY OF EDMONDS USE EiE PERMIT S -1�- NUMBER CONSTRUCTION PERMIT APPLICATION JOB SUITE/APTA ADDRESS /ti� ^/C U vmt OWNER NAME/NAME OF BUSINESS TE/$UBDIVISION fG( Sa(�8Gf.1.(AC�/ LOT LID NO. CC MAILING ADDR S LID F E $115/ PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved p 0 �/•Jj 1 l ✓ RW Permlt Required 0 Street Use Permit Req'dO CI Y ZIP T LEPHONE EXISTINGInspection PROPOSED REQUIRED DEDICATION FT Required 6 17 Sidewalk Required O Underground Wiring required NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV QUIRED to / �. YES NO 0 W ADD ESS REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUORAINAGE Z a f'72,03 W i' CITY ZIP TELEPHO NAME �1 A f.� p Ne/a SI U jMV7� eIWVT `w ENGINEERING REVIEW D/DAT T ADD ESSM, Po FIRErR6MI6MfGQ$li DATE W y CITY ZIik... ' J TELEVfp)gi__, 0 6G cow ��( j — Y V G �" VARIANCE OR CU SHORELINE OR ADBA INSPECTION REO'D YES BOND POSTED STATE LICENSE NUMBER XP R I N D E'I K BY " 2rKO SEPA REVIEW SIGN AREA HEIGHT PR PERTY TAX ACCgUNt-PARCEL NO- COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED EXP .:.• 34 NEW RESIDENTIAL PLUMBING /yMCH (I _ LOT COVERAGE ALLOWED PROPOSED REQUIRED SETBACKS (FT.) FRONT SIDE REAR PROPOSED SETBACKS (FT.) :<FRONT UR SIDE REAR j; COMPLIANdiOR, ADDITION ❑ COMMERCIAL - ❑ J 70 zC' r %C ✓ ' O ^ J 7QI `v r 25 2 CHANGE OF USE ❑ REMODEL ❑ APARTMENT ❑ SIGN g' a PARKING REO'D PROVIDED LOT AREA PLANNING REVIEWED BY DATE r FENCE I 3 r S $IZ3 0X REPAIR FT) RL'! WANK O DEMOLISH ❑ ❑ OTHER' . Z GARAGE i RETAINING WALL i RENEWAL ARPORT. ❑ CSl f f%0/�� 0✓ - O n(TYPE W W OF USE, BUSINE OR ACTIVITY) EXPLAIN:` CHECKED BY TYPE OF CO ION C , OCGUPAI�T v w ., 'GROUP/) J ///C44 J NUMBER NUMBER,OF CRITAL 1 SPECIAL IN TOR AREA OCCUPANT . m OF DWELLING:: I TAREAS STORIES UNITS ' / NUMBERyy REQUIRED yES LOAD DESCRIBE WORK TO BE DONE REMARKS PROGRESS INSPECT -IONS PER UBC 108NINAL INSPECTION REV o C.. AM= I-Illi AM92: I 2F �WnAftg.= 157Vjr_7V9&: CI&S CVVtAl 14171 i4:�54 - I)AMJ e.S' �= 1077-s9 VALUATION FEE PLAN CHECK FEE k•w '. Z�� HE SOURCE I GLAZING% LOT SLOPE t1 BUILDING -7 �7 _ g�1 VVV PI�AN C ECK NO: VESTED DAT PLUMBING oI-14o MECHANICAL 91) THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT.COVERS'WORK TO., t: BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC' �. ��.. f GRADING/FILL DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE 1 SEPARATE PERMISSION. , 01� ~ QATI f S R HARGE w PERMIT APPLICATION: 180 DAYS a PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 160 DAYS y O p�� ENG. REVIEW FEES SEE BACK OF PINK PERMIT FOR MORE INFORMATION t V to •APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS ENG. INSPECTIO EE IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF LANDSCAPING ' a EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND INSPECTION FEE. — ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY RECEIPT = FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE PLAN CHECK DEPOSI '", DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENTpFANYCITYORDINANCE, 0 NOR LIMIT IN ANY WAYTHE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' RECEIPT TOTAL AMOUNT DUE s I HEREBY ACKNOWLEDGE THAT 1 HAVE READ THIS APPLICATION; THAT THE INFORMATION ' •, sus PLII GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY,AUTHORIZED AGENT OF TION APPROVAL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and ' IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S CO ATION INSURANCE AND RCW 18.27. OFFICIAL TU A [S�IGNA RE ( DATE GNED (425) A�ERGENT)/ 771-0220 RELEAS D BY DATE ATTENTION EXT 1333 r IT IS UNLAWFUL TO VSE"OR OCCUPY A BUILDING OR STRUCTURE UNOL 771-0221 / A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERfWI_ .: '• x TOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 i'' . '': ,'. oRicINA� - FI YELLOW - ASSESSOR FA'X PINKtef ER GOLD - ASSESSOR 5/88 .a • P'•^•.,.- ..,,. ..h 9. ...., �.. r.. ,.re(r^? 1 f VtW4k.•E.t N. P.-R nnlr ./:-:9Y54:.�<r;•7'p „• Q=s'C43'.[.�";Y..R.:{'�`11��T.^.i' {v USE xsry zoiuE PERMIT' CITY OF"EDM'ONDS NUMBER... x R5 r 2. CO:NSTPiUC`CION PERMtIT APPLICATION ADDRESS ►TE/APT It OW ER NAME/NA E OF BUSI`✓ r LEGAL OE/ASCRIPTION CHECK SUBDIVISION' NO. LID, N0. ZMAILING'.: ADDRESS ,� P "'�'!�` i •.� 1A OPUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved yam' CITY ELEPHONENUMBER - RW Permit Required /�bO ExISTING; REQUIRED DEDICATION aStreel Use Permit Req'w7•^L"— l'n pection equired PROPOSED 3� Y�`S NAME Sig elk Required NO O. METER SIZE LINE SIZE NO. OF` FIXTURES- A V REQUIRED w :ADDRESS [ is es ,(�a 1 '"� i'Y ._`,-.. .0' NO,l70 �+:':.� f /r REMARKS ,.� 2 a CITY ZIP TELEPHONE NUMBER w NAME �:, N .a., w.. / S'✓� ADDRESS O ENGINEERI G:M c�DATED, REVIEWED BY CI ZIP TE ` H NU FIRE MEMODATED REVIEWED d 'STATE LICENSE NUMBER. �' EXR RATION �+. t+� t►'�C'.: f�j 'VARIANCE "ORCU[' ' 'ADB M SHORELINE i Legal Desscrriiption.of.Property, include all easements.--- v^�SEPA'REVIEW'.. 5$IGNAREA: h, HEIGHT o COMPLETE' F�CEMP7 ALLOWEA. `PROPOSED ALLOWED PROPOSED t y IL LOT40VERAGE REQUIREMSETBACKSj(FT.) :PROPOSED SETBACKS (Fr), o '. ALLOWED PROPOSED FRONT'`'SIDE�`"'REAR FRONT . UR SIDE REAR t7 :i Z V. .. _.. ... Z Property pq!*eccount r.`1'!/i}i- : %+t/5 ;./1/? 2.LOT AREA PLANNING REVIEW BY DATE a r REMARKS .. NEW y;. RESIDENTIAL "' ` PLUMBINGIMECH t COMPLIANCE OR a' COMMERCIAL ADhbITION CHANGE OF USE "1 RAPT BLDG.1 LJ`REMOM-- E] p ; El. SIGN, , F ' FENCE CHECKED BYJTYPE?OF'CONSTRUCTION CODE OCCUPANT. n. REPAIR ..- GR DEMOLISH WOODST VE SWIM POOL SPECIAL INSPECTOR AREA f ,.Y OCCUPANT INSERT._ a.;HOT-TUB/SPA.. REQUIRED LOAD 13 YES GARAGE: RETAINING WALL/ J CARPORT ROCKERY ;.:RENEWAL.:..,,,. REMARKSc_. o " PROGRESS.INSPECTIONS.PER UBC 108 z (TYP.E OF USE;'B INESS; R ACTIVITY) EXPLAIN — Cr W 'NUMBER. NUMBER OF 16RITICA�� c OF DWELLING AREAS of .STORIES UNITS !':' NUMBER 'DESCRIBE RK TO B DONE ATTA PLOT AN) Or FINAL INSPECTION REQUIRED . P V FEE, . ,. ts,.. AL`UATIONI ` Gbh a�- PLAN CHEGK`FEE .. :.;. BUILDING '-: HEAT SOURCE:' , GLAZING. �� .. PLUMBING Plan Check..No+ r. MECHANICAL This 'Permit covers work to.be done on°private property ONLY:. GRADINGIFILL t' An' l:construction on the.public domain (curbs,.SIdewalks, drive Ways,.,marquees etc:),,will: require'separate;permission.. STATE SURCHARGE Permit Application: 180 Days Permit Limit: 1 Year - Provided Work,is Started.Within,180+Days STORM DRAINAGE FEE "Applicant,'on behalf of his or her spouse, heirs,. assigns and ENG. INSPECTION FEE CPO y successors in interest, agrees to indemnify, defend and hold W . harmless the City of Edmonds, Washington, its officials; i employees, and agents from"any--and alI- dial ms fordamages of-` a ..whatever nature;:arising:directly. or indirectly from.the issuance;' _ of: this permit. Issuance: of. this:,permit .shall not bw deemed: to :, ::PLAN CHECK DEPOSIT o [,provision." modify, waive or reduce. any, requirement:of any city. ordinance _nor'limit' in anyway the City.`s-ability to. enforce any ordinance TOTAL AMOUNT DUE I:herebyacknowledge that I;have.read.this application;.thaf'the Information-given,is' correct, and: that I am the owner,, or the duly ATTENTION APPLICATION APPROVAL authorized agent. of the owner: I agree to comply with city and:. THIS PERMIT This application is not a permit until state laws regulating construction; and in doing the work authoriz, AUTHORIZES ed.thereby, no person:will'be-employed in violation of the Labor ONLY THE signed by the Building Official or his/her Code:of:the State:of-Was to relating to Workmen's Compensa WORK NOTED Deputy; and fees are paid,.and receipt is aionansur ce ar : RCW 1ti INSPEcr1oN acknowledged in space provided. SIG. URE IO NER OR;AG DATES GNED. DEPARTMENT CITY OF OFF CIA IGNATURE OAT E EDMONDS 9 CALL FOR. Y: DATE T.ITION INSPECTION IT UNLAWFUL TO USE OR OCCUPY A BUILDING. OR: STRUCTURE UNTIL: A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR 771- 0'2 O 0 INA' —'File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS. BEEN GRANTED. UBC SECTION:.109 �' P114K — Owner GOLD — Assessor CRAWLSPACE II - f `. SIC � ( Gttui�oil v BEDROOM 3: { £ "ram � � `' • p-'d'�i' � 18 � ``\ PWDR = r LIN i ( i 1 U N� '- � LINFINIr�f-iED o _ 'sow* Swu, 've t1N r4wD _� I WIC.I G�iw t�hSJ1, Arno I ft * m 41 -+t I .. W • �I i'' � lW�tl.�.- .„ ./c.t,�yi,,� LYE � Amm � 11 N'I I N t-���-ham► -. / ?'b MMS4•f- 0 BEDROOM 5 } K Pk6 ° i NE I/4, NW I/4, SECTION 18, TOWNSHIP 27 N, RANGE 4 E, WM 0_ 0 �10 M 0 CU m tree CoVPr r Q Snohomish County Park .tree cover - • lg 15 / 13 Q -006 Q r 17 Q 30 FT tree Co. per - � �-1-� ca Nated) 180th t S rest--SW-�I-or Street). _. .. .. .......... .... CIJ 77. 11' rPP � SS CoVPr --"/ co \ .� r �Pf r 48......-� 13 Q $ o 17, 424 r --`— • 't7d QY 1 Q- 7 trP - - or N 89°10'S4' W 332.51' STEfP-SLOP ---- 5 a ° �- �` j��.. - STEEP SCOPES -- "'mil hor=1�°¢I• 7d 1,33' Qj ' ..... r�P_.Co - ,01' I2=�'08,08' �1S Q --�-'r SLOPES �P 12, awe `pole a .... _ _ _ ..... _. _ . = �- :: - - - ��_ .. - �5 halt walkwa service vain, , _----- _ ._._- C=83,1 a _ .---- _.- _ _ �n e c'13 -- - `�� • .�.. ____....--- ---------•-..._._.. _._. 6' SIP____ � `_ ower po e — on , inlet _ �. U[nic View Drive catch 60 FT ROW LQtCiI Win benchmark --Cl-{ — - - — — -- -- atch GRAPHIC SCALE catch basin w E 20 0 ,bash P�a�ewater valve 86thS 1 INCH = C 20 FEET TREE LEGEND 4 - denotes cedar O - denotes f it tree 9- denotes multi-trunked deciduous tree FOR PERMIT REVISION CALL 48 HDURS BEFDRE YDU DIG 1- 800 - 4 24 - 5555 m NCS 13/23/01 �. S .T !347 BY DATE IQNAk_ F EXPIRES JULY 02, OWNER LORI GREENLEAF EVANS 19917 89TH PLACE WEST EDMONDS, WA 98026 (425) 775-3763 ENGINEER BEK ENGINEERING & ENVIRONMENTAL, INC. 2733 COLBY AVENUE EVERETT, WA 98201 (425) 258-2059 SURVEYOR ADF SURVEYORS 1521 WETMORE AVENUE EVERETT, WA. 98201 (425) 258-4522 PROJECT ADDRESS 8615 OLYMPIC VIEW DRIVE EDMONDS, WA 98020 LEGAL DESCRIPTION THAT PORTION OF LOT 3, EDMONDS SKYVIEW TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 3 OF PLATS, PAGES 75 & 76, RECORDS OF SNOHOMISH COUNTY, WASHINGTON LYING NORTHERLY OF OLYMPIC VIEW DRIVE; TOGETHER WITH ADJOINING VACATED 180TH STREET SW. TAX PARCEL NUMBER 4346— 000- 003— 00— 02 ZONING RS-12 SETBACKS 3 r+ FRONT: 25 FEET FROM STREET SIDE: 10 FEET MINIMUM REAR: 25 FEET FROM NORTH !'i_ f EXISTING CONDITIONS GENERAL NOTES: e�i TAKEN FROM TOPOGRAPHIC SURVEY OF 2/16/95 CONSTRUCTION SEQUENCE BY GERALD L. PAINTER, PLS / ADF SURVEYORS 1. PRIOR TO ANY SITE WORK E CONTRACTOR SI--kLL CONTACT THE CITY 1. ARRANGE AND ATTEND PRE- CONSTRUCTION MEETING WITH CITY OF INSPECTOR AT (425) 771-0220 TO SCHEDULE A R4'.CONSTRUCTION CONFERENCE. EDMONDS COMMUNITY SERVICES DEPARTMENT. 2. ALL CONSTRUCTION SHALL CONFIRM TO THE "S""ANDARD SPECIFICATIONS 10 2. CALL FOR UTILITY LOCATES BEFORE CONSTRUCTION MOBILIZATION. FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION" AND STANDARD PLANS AS BENCHMARK FOUND 4" SQUARE CONCRETE 3. FLAG PROPERTY LINES AND CLEARING LIMITS. MARK TREES TO BE ADOPTED BY THE CITY OF EDMONDS AND ANY REQUIREMENTS ESTABLISHED AT MONUMENT WITH 2" DIAMETER IRON REMOVED CITY HEARINGS ON THIS SITE. PIPE WITH LEAD PLUG AND TACK . 4. INSTALL SILT FENCE, STRAW BALES, AND OTHER TESC MEASURES PER 3. ALL CONSTRUCTION I5 SUBJECT TO INSPECTION BY THE CITY OF EDMONDS. APRIL 14, 1999 APPROVED PLAN. (CONSTRUCTION ENTRANCE ALREADY EXISTS). THE CONTRACTOR SHALL SCHEDULE INSPECTIONS USING THE 24-HOUR REQUEST ASSUMED ELEVATION = 500 FEET 5. CLEAR, GRUB,' AND ROUGH -GRADE PROJECT AREA, LINE AT (425) 771-0220 EXTENSION 1326. 6. INSTALL UTILITIES: SANITARY SEWER, WATER LINE, UNDERGROUND 4. ALL WORK WITHIN THE SITE AND CITY RIGHT-0}'-�-WAY SHALL BE SUBJECT TO POWER, TELEPHONE, AND CABLE. THE INSPECTION OF THE CITY ENGINEER. O SET 1 /2" DIA. REBAR WITH PLASTIC CAP "PAINTER 19640" 7. APPLY TEMPORARY SEED AND STRAW MULCH TO ALL BARE DIRT AREAS 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR THAT HAVE REACHED FINAL GRADE., APPLY STRAW MULCH TO BARE DIRT ROAD AND UTILITY CONSTRUCTION. AREAS THAT REQUIRE MORE GRADING, 6. LOCATION OF EXISTING UTILITIES AND PROPOSED UTILITY CONNECTIONS ARE 8. CUT TREES IN EROSION HAZARD AREA, BUT LEAVE STUMPS AND APPROXIMATE. IT SHALL BE THE RESPONSIBILITY 0f� THE CONTRACTOR TO _ yam, UNDERSTORY TO RETAIN SOIL. DETERMINE THE EXACT LOCATION(5) OF ALL THE UTILITIES AND CONNECTIONS TO -: 9. EXCAVATE HOUSE AND GARAGE FOUNDATION AND BRING PARKING AREA AVOID DAMAGE AND DISTURBANCE.7, AND DRIVEWAY TO FINAL GRADE, MANAGE .TEMPORARY STOCKPILES PER IN THE EVENT THAT FIELD CONDITIONS DIFFER FROM INFORMATION PRESENTED APPROVED TESC PLAN. IN THESE PLANS, THE CONTRACTOR SHALL CONTRACT THE ENGINEER FOR A -FIELD 10. INSTALL GRAVEL BASE COURSE DN DRIVEWAY AND FORM DRIVEWAY CHANGE PRIOR TO CONSTRUCTION .OF THE CONTESTED ITEM. DRAINAGE SWALE. 8. UTILITY TRENCH BACKFILLS SHALL BE COMPACTED TO 95% RELATIVE 11. CUT BENCHES AND CONSTRUCT ROCKERIES ABOVE HOUSE AND COMPACTION UNDER ROADWAYS AND . 90% OUTSIDE ROADWAYS. APPROVED AS WED DRIVEWAY. 9. ROAD RESTORATION SHALL BE PER CITY OF EDMONDS STANDARDS. BY ENGINEERING 12. SEED, MULCH, AND PLANT FINAL LANDSCAPE SPECIES. 10. TEMPORARY EROSION AND SEDIMENTATION CONTROLS (TESC) SHALL BE 13. REMOVE REMAINING TESL S"1 RUCTURES/MEASURES AFTER THE SITE HAS CONSTRUCTED PRIOR TO GRADING OR ANY EXTENSIVE LAND CLEARING IN BEEN BEEN STABILIZED AND APPROVED BY CITY INSPECTOR. ACCORDANCE WITH THE APPROVED TESC PLAN. TESC MUST BE MAINTAINED FOR g Date: _ IZ�4/ 14. FLUSH, CLEAN, AND PLACE STORMWATER MANAGEMENT SYSTEM INTO THE DURATION OF THE CONSTRUCTION UNTIL LANDSCAPING IS COMPLETED AND OPERATION. THE POTENTIAL FOR ONSITE EROSION HAS PASSED. 11. ALL DISTURBED AREAS SHALL BE SEEDED WITH PERENNIAL GRASSES AND COVERED WITH STRAW MULCH PROMPTLY UPON COMPLETION OF GRADING. CIVIL GEOTECHNICAL ENVIRONMENTAL 2138 Humboldt Street Bellingham,. WA 98225 Ph: (360) 676-9589 Ph: (800) 859-5597 Fax: (360) 676-4625 JOB NO.: S200649 DWG. NAME: s200649SITE.DWG DESIGNED BY: NCS DRAWN BY: KRIS CHECKED BY: TEB GREENLEAF-EVANS RESIDENCE 8615 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON VICINITY MAP SCALE: I INCH = 2000 FEET ACCEPTED FOR CONSTRUCTION BY. - DIRECTOR OF DEVELOPMENT SERVICES CITY OF EDMONDS ---------------------- DIRECTOR OF PUBLIC WORKS CITY OF EDMONDS EXISTING CONDITIONS LOT 3, EDMONDS SEAVIEW TRACTS CITY OF EDMONDS FILE DATE: MARCH 2O01 SCALE: H: 1 "-20' V: NA DRAWING: SHEET: -DATE DATE SD -I of 4 NE I/4, NW I/4, SECTION 18, TOWNSHIP 27 N, RANGE 4 E, WM F_ 0 n In 0 0 M /n\ Ou � M 1 A m Q �. CU 3 0 � 4 m N0. 0 0 0i Snohomish County Park frao = SF - - ! CL2 - -.. \ -� /,. +� �L1 l � � --_�—• _ / %- Ll 000 TEEP-SLOP 30 - Mu :I �qP —� r- �, POP i CL1 - fCL1 ; Cal +Pp. i CLl/',' STEE ES - fKor c�4 wry,, S SCow' �_tb' - � �' - ye p (e k ,� ervice vau a� halt walkwa inlet s\ over po a -e- Inlet WIeW rive--b— � � i' � —�D-- — -- — — ,f tch —Ss-- - —w--- — , o —s CQ 60 FT ROW ---- -- S_ _ ;S -- --- --- basin at�h --- — --�-- �QSIn .- -- -- "S _" --- --moo-� N benchmark _ so-_ 4 1' 0� — —= SD= -_-- --- atch GRAPHIC SCALE basin asln W E 20 q 1 1 1 water valve 86th P l a e Y s 1 20 = FEET T I FILTER FABRIC MATERIAL 2' x 2' WOOD 2' x 2' x 14 GA. OR EQUAL FABRIC, OR EQUAL PROVIDE 3/4' - 1-1/2' WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE---N I I II 8.1__ WIRE MESH SUPPORT FENCE TO SUPPORT FILTER FABRIC OPENINGS EQUAL TO USDA SEIVE SIZE 70 n n TESC MEASURES NOTESi PLACE 12' OF 3/4' - 1-1/2' WASHED ROCK OR PEA GRAVEL ON BOTH SIDES OF THE FENCE TO CREATE A BEVEL SHAPE. FABRIC SHALL COVER BOTTOM OF 8' x 12' TRENCH AND EXTEND BEYOND THE LIMITS OF THE GRAVEL IN ORDER TO MAINTAIN AN EXCESS OVERLAP OF 2' MINIMUM AS SHOWN. FILTER FABRIC MATERIAL IN CONTINUOUS ROLLES. USE STAPLES OR HARE RINGS TO ATTACH FABRIC TO WIRE. _T II II II rll;ka'rr. II ......��• II II • � • .. II N II II II^ II � U U U U BURY BOTTOM OF MATERIAL 4'-0' TYP IN 8' x 12' TRENCH 6'- ' MAX SILT FENCE DETAIL NO SCALE FOR PERMIT I NCS 1 3/23/01 REVISION I BY I DATE BINDING WIRE OR TWINE FILTERED RUNOFF \,\'/`��i✓ill i\\ STAKED AND ENTRENCHED STRAW BALE COMPACTED SOIL TP PREVENT PIPING SEDIMENT LADEN I— RUNOFF APPROVED AS NOTED BY ENGINEERING Q MAINTENANCE Date: � a/ STRAW BALE BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RUNOFF -PRODUCING RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. • CLOSE ATTENTION SHALL BE PAID TO THE REPAIR OF DAMAGED BALES, END RUNS, AND UNDERCUUTTING BENEATH BALES. • NECESSARY REPAIRS TO BARRIERS OR REPLACEMENT OF BALES SHALL BE ACCOMPLISHED PROMPTLY. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH RUNOFF -PRODUCING RAINFALL. THEY MUST BE REMOVED WHEN THE LEVEL OF DEPOSITION REACHES APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. • ANY TEMPORARY DEPOSITS REMAINING IN PLACE AFTER THE STRAW BALE BARRIER IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED. STRAWBALE DETAIL NO SCALE CIVIL GEOTECHNICAL ENVIRONMENTAL 2138 Humboldt Street Bellingham, WA 98225 Ph: (360) 676-9589 Ph: (800) 859-5597 Fax: (360) 676-4625 I 67 FT 12 FT Mymplc View Drive 1. EXISTING ENTRANCE CONSTRUCTED BY CITY OF EDMONDS 2' TO 8' QUARRY SPALLS ON A GEOTEXTILE SEPARATOR 2. MAINTENANCEi THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH PREVENTS TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH TWO-INCH STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT, ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. EXISTING TEMPORARY CONSTRUCTION ENTRANCE NO SCALE JUb NU.: S200649 DWG. NAME: 5200649SITE. DWG DESIGNED BY: NCS DRAWN BY: KRK CHECKED BY: TEB TESC SYMBOLS CL� CLEAR TREES ONLY CL2 CLEAR TREES & BRUSH MULCH &/OR STRAW MATTING SF SINGLE SILT FENCE TS -� TEMPORARY SEEDING STAKED STRAW BALES CLEARING NOTES 1 THE AREA DESIGNATED AS CL1 WILL BE CLEARED OF TREES ONLY. THE UNDERBRUSH AND GROUND COVER WILL REMAIN AND SUPPLEMENTED WITH STRAW MULCH UNTIL THE DISTURBED AREAS RECOVER. 2 THE AREA DESIGNATED AS CL2 WILL BE CLEARED OF ALL TREES AND UNDERSTORY. THE DISTURBED AREA WILL BE HEAVILY MULCHED UNTIL GRADED. T.E.S.C. NOTES 1. TEMPORARY EROSION/SILTATION CONTROL (T.E.S.C.) MEASURES SHALL BE INSTALLED PRIOR TO ANY SITE WORK. 2. ALL PERSONS ENGAGING IN DEVELOPMENT ACTIVITIES SHALL PREVENT OR MINIMIZE EROSION AND SEDIMENTATION ON --SITE, AND SHALL PROTECT PROPERTIES AND WATER COURSES DOWNST0EAM FROM THE SITE. 3. ALL STREETS ARE TO BE KEPT CLEAR OF DIRT AND DEBRIS. STREETS SHALL BE SWEPT AT THE END OF THE WORK WORK DAY IF DIRT HAS BEEN TRACKED ONTO THE PAVED SURFACES. 4. ANLETS OF THE PERMANENT DRAINAGE SYS,,E.M SHALL BE PROTECTED FROM SEDIMENT INFLUX BY USE OF FILTER FABRIC, MICROPORE BAGS, AND SIMILAR FILTERING MATERIALS AND METHODS. 5. SILTATION BARRIERS AND ALL OTHER TESC MEASURES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL EVENT GREATER THAN 0.1" RAINFALL, AND AT LEAST DAILY DURING PROLONGED RAINFALL EVENTS. 6. MAINTENANCE AND REPAIR OF TESC FACILI"IES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITIOq OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. 7.' THE EMBANKMENT OF • THE DRIVEWAY DRAINAGE SWALE SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE GRAVEL SWALE SHOULD BE CHECKED REGULARLY TO INSURE THAT ITS LINING IS WELL ESTABLISHED AND EROSION RESISTANT, THE SILTATION BASIN SHOULD BE CHECKED AFTER EACH RUNOFF PRODUCING RAINFALL FOR SEDIMENT CLEAN OUT. WHEN THE SEDIMENT REACHED THE CLEAN OUT LEVEL, IT SHALL BE IMMEDIATELY AND PROPERLY DISPOSED. 8. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL TEMPORARY DRAINAGE FACILITIES AND STRUCTURES UPON REACHING A DEPTH OF 6 INCHES. 9. FROM APRIL 1 TO SEPTEMBER 30, SOIL SHALL BE EXPOSED FOR A MAXIMUM OF 7 DAYS. GROUND COVER BMPS SHALL BE USED TO STABILIZE THE SOIL. 10. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. 11. ALL DISTURBED AREAS SUCH AS ROCKERY BENCHES, DRIVEWAY BACKSLOPES, ETC. SHALL BE SEEDED WITH A PERENNIAL GROUND COVER GRASS TO MINIMIZE EROSION. GRASS SEECING WILL BE DONE USING AN APPROVED HYDROSEEDER OR AS OTHERWISE APPROVED BY CITY OF EDMONDS. 12. ALL AREAS TO BE SEEDED SHALL BE CULTIVATED TO THE SATISFACTION OF THE CITY INSPECTOR. THIS MAY BE ACCOMPLISH BY DISKING, RAKING, HARROWING OR OTHER ACCEPTABLE MEANS. PERFORM ALL CULTIVATION OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPE. IF NECESSARY, SURFACE RUNOFF CONTROL MEASURES SUCH AS ROCKERY BENCHES, INTERCEPTOR SWALES, LEVEL SPREADERS, AND CURTAIN DRAINS SHALL BE INSTALLED PRIOR TO SEEDING. 13. IMMEDIATELY FOLLOWING FINISH GRADING, PERMANENT VEGETATION (CONSISTING OF RAPID, PERSISTENT AND LEGUME) WILL BE APPLIED AT A MINIMUM 80# PER ACRE. THIS IS TO INCLUDE THE FOLLOWING: 20% ANNUAL, PERENNIAL OR HYBRID RYE GRASS, 40% CREEPING RED FESCUE, 40% WHITE CLOVER, OR AS OTHERWISE APPROVED BY THE CITY. HYDROSEED PREFERRED. 14. CONSTRUCTION ACCEPTANCE WILL BE SUBJECT TO A WELL ESTABLISHED GROUND COVER THAT FULFILLS THE REQUIRrMENT OF THE APPROVED CONSTRUCTION PLANS. GREENLEAF-EVANS RESIDENCE 8615 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON TESC PLAN CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 ACCEPTED FOR CONSTRUCTION BY.' DIRECTOR OF DEVELOPMENT SERVICES DATE I CITY OF EDMONDS DIRECTOR OF PUBLIC WORKS DATE CITY OF EDMONDS LOT 3, EDMONDS SEAVIEW TRACTS CITY OF EDMONDS FILE DATE: SCALE: MARCH 2O01 ' H: I"=20' v: NA DRAWING: SD-2 I— n In 0 �,D M 0 I co IQ o: -�5 m d- 0 0 CU :A W NO. 520 500 iLf 460 DATUM ELEV 450.00 NE 1/4, NW I/4, SECTION 18, TOWNSHIP 27 N, RANGE 4 E, WM DEVELOPED CONDITIONS 8% z ilt w HOUSE SLOT DRAIN 16%-18% J ao Q o: a w 0 cn -4 U_ 0 _ Y v FILL m 468 CUT rn J v 0000 I o l cn N O p -I p ( W i 3+39 3+ 00 2+00 1+00 CENTERLINE DRIVEWAY AND EAST -WEST HOUSE PROFILE A -A I CIVIL GEOTECHNICAL ENVIRONMENTAL 2138 Humboldt Street Bellingham, WA 98225 Ph: (360) 676-9589 Ph: (800) 859-5597 Fax: (360) 676-4625 Prep-wil• S200649 DWG. NAME: S200649SITE. DWG DESIGNED BY: NCS DRAWN BY: CHECKED BY: KIRK TEB 520 Die 480 460 DATUM ELEV 450.00 0 rn CA 0+ 00 APPROVED AS NOTED BY ENGINEERING Data: — z1o�1v w z UL PER ROCKERIE o wLOWER ROCKERY a 48 N w GARAGE 4 o FILTER CB Y 4470 Q CUT FILL—/ DErENTION PIPE 0 coo v rn rn 0 o :I SOUTH -NORTH PROFILE 13-131 oQ11- ­10 , 'Ly / L 1 4" THK CEMENT CONCRETE SURFACING 4" THK BALLAST PER WSDOT 9-03.9(1) L._ GEOTEXTILE SEPARATOR. MIRIFI 50OX OR AMOCO 2002 FULL WIDTH OF BALLAST LAYER UNDER DRIVE AND SWALE FORM 1 FT DEEP DRAINAGE SWALE ALONG UPPER DRIVEWAY BETWEEN BACK OF SIDEWALK AND GARAGE APRON DRIVEWAY CROSS S CTION NOT TO SCALE DRAINAGE NOTES 1 SET FILTER CATCH BASIN IN FILL NORTH OF CONCRETE PARKING APRON. GRATE ELEVATION SHOULD BE DEPRESSED TO RECEIVE FLOW FROM SLOT DRAIN. 2 PIPE 8" PVC DISCHARGE FROM FILTER CATCH BASIN AS A VERTICAL DROP TO THE BANE OF THE RETAINING WALL. IIGHTOF-WAY CONSTRUCTION PERMIT CONNECT DOWNSPOUT TIGHTLINES TO THE HORIZONTAL AND INSPECTION REQUIRED CONTINUATION OF THE CB DISCHARGE LINE. 3 DAYLIGHT FOUNDATION FOOTING DRAINS IN NORTH LAWN. DO NOT CONNECT TO DETENTION SYSTEM PIPING. 4. SLOPE ROCKERY DRAINS ABOVE HOUSE TO THE CENTER OF ALL EXPOSED SURFACES TO THE WALLS AND CONNECT 1HE LOW POINTS TO THE CURTAIN BE COVERED WITHIN 2 DAYS DRAIN. FOOTING DRAINS NOT TO BE TIED INTO DETENTION SYSTEM ACCEPTABLE TIGHTLINE MATERIAL SDR 35 SCH 40 N -12 F810 HANCOR FIRE AND AID ADDRESS SIGN REQUIRED GREENLEAF—EVANS RESIDENCE 8615 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON TEMPORARY CONSTRUCTION ENTRANCE REQUIRED 'a10 s a"0 3s irOi3walotan3� 100z .z z Nnr ()WNERICONTRACTt`iR IS RESPONSIBLE..FOR EROSION C00I'-,�1 !- 0 DRAINAGE CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 OVYN -•r OWNER/C0IN'1., ... EROSION OWNER/Cl" ERO�;". WATER & SEWER INSPECTIONS REQ'D CALL 425-771-0220 EXT.1326 GRADING QUANTITIES -.o c _a.. ' ^LE FOR _AGE `SIDLE FOR . ;IMAGE RECEIVED JUN 2 2 2001 BUILDING DEPT. CU T.- 276 CU. YDS ACCEPTED FOR CONSTRUCTION BY FILL: 485 CU..YDS. -------------------- NE T.' 209 CU. YDS. (FILL) DIRECTOR OF DEVELOPMENT SERVICES DATE CITY OF EDMONDS M�- THOD: AVERAGE END METHOD SHRINK • io% ____ S WEL L: 157. DIRECTOR OF PUBLIC WORKS DATE CITY OF EDMONDS DRAINAGE &GRADING PLAN oryEE,� SD-3 LOT 3, EDMONDS SEAVIEW TRACTS CITY OF EDMONDSFILE NO 01-140 DATE: SCALE: 3 of 4 JUNE 2001 H: I "=20' V: 1 "=20' Un CD I CO 0 I a 0 0 cu BENCH WIDTH 6 TO 8 FEET NO SURCHARGE ON BENCH 2 TOPS L NON —WOVEN FILTER FABRIC (MIRAFI 140N, AMOCO 9545) ------------------�-----------f---------------- - ----� b a 6 n 1 12" MIN. THICKNESS OF ROCKERY 2"-4" QUARRY SPALLS HEIGHT (4' MAX,) 3/4" WASHED ROCK r v I •, � 12"iMAX. RIGID PVC PERFORATED ����\\ KEYWAY IN PIPE 4" MIN. UNDISTURBED NON —WOVEN FILTER GLACIAL TILL FABRIC (MIRAFI 140N, L 4't AMOCO 9545) EXCAVATION ROCKERY DETAIL NO SCALE 31 NE I/4, NW I/4, SECTION 18, TOWNSHIP 27 N, RANGE 4 E, WM BACKFILL OVER FABRIC WITH SITE SOILS -� -,— - FEW 1' MIN. LAP INCHES (VARIES) NON —WOVEN FILTER FABRIC (MIRIFI 140N, AMOCO 4545) ko 1' MIN. WASHED ROCK 4" RIGID PVC PERFORATED PIPE 2" IN. 11-1 I 1.5' UNDISTURBED HARD. GRAY GLACIAL TILL CURTAIN DRAIN DETAIL NO SCALE LOCKING LID FILI SE7 2"- SQ. X 16" DEEP YARD DRAIN SECTION VIEW CURTAIN DF.AIN DISCHARGE NO SCALE PIPE LENGTH 60'-0' 12" RISER SECTION (2 REQ'D) • LOCKING LID 24' 0 HDPE RISER STANDARD METAL FRAME Se GRATE 4 # ffi 3af 34A N 4—WAY KNOCKOUTS INLET CB DETAIL NO SCALE SEE BEL( Adaptor skirt (for a perfect fit) 48" Underflow discharge Geotextiie fabric Oil absorbent co -polymer Retrieval strap 36" r Overflow (to bypass peak storm 24" volumes) Sediment accumulation STREAM GUARD # 3021 CATCH BASIN FILTER INSERT NO SCALE 1" LIP 36' 0 HDPE DETENTION S = 0.005 I C IE 464.00 - IEI 464, 56" 1 PLAN 6' PVC FLOW RESTRICTOR TYPE II MANHOLE (SEE DETAIL THIS SHEET) 36' 0 HDPE PIPE TEE 1' �0 SLOPE 1 /2" LIP <SEE DETAIL THIS SHEET) 6" CURB OFFSET FRAME GRATE SO THAT FLOW RESTRICTOR RISER PIPE CURB TRANSITION IS VISIBLE AT EDGE OF OPENING ROUND MANHOLE COVER MARKED AND OPENING IS DIRECTLY OVER RIM " EL 469 DRAIN" WITH LOCKING BOLTS DETAIL ASPHALT CURB AND SIDEWALK LADDER DETENTION PIPE DETAILS = 6' MIN NOTES: NO SCALE OVERFLOW EL 467.0 O WIDTH OF DRIVEWAY AT CURB LINE, 20' RESIDENTIAL (2—CAR GARAGE) ST AP RI R PIPE TO WALL (TYP) U2 CONTRACTOR SHALL REPLACE DAMAGED ❑BSERVATI❑N CURBING AND SIDEWALK AS IDENTIFIED AND PIPE ❑BSERVATI❑N PIPE REQUIRED BY ENGINEERING INSPECTOR 36' HDPE DETENTION PIPE 4' RIGID PVC\���\�� 4' PVC PERF. PIPE WITH CAP O3 SAW CUT ENDS AND EDGES f'r �� HANG❑R HI—Q OR EQUAL PERFORATED PIPE ;o IE 464.0 WASHED ROCK a 1.5' — 1.75' ° ' <�� 4' RIGID OR 6' FLEXIBLE PERFORATED PIPE SIDEWALK REPAIR N vq 6' PVC OUTLET PIP POLYPROPYLENE SAFETY . IE 464.00 STEPS AND LADDER rjQ' SPREADER TRENCH N ` , a i s SHED SOCK NO SCALE RECEIVED a p. 8' PVC INLET PIPE %\�/\�� %/��%/�� j/��%/��%/��%/��%/��%��% WRAP GRAVEL ENTIRELY �UN Z Z ZOO 5/8 DIA. ORIFICE DRILLED IN �� �� 48' WITH FILTER FABRIC BUILDING DEPT. PVC CAP. GLUE ALL PIPE JOINTS. � IE 465.00 /,•//,//, :..:..:....:. PLAN VIEW SECTI❑N CATCH BASIN TYPE II ACCEPTED FOR CONSTRUCTION BY.' 54' DIAMETER 16' X 16' YARD DRAIN 6" PVC LINE FROM FLOW SECTION WITH S❑LID LID RESTRICT❑R MANHOLE APPROVED AS NOTED -------------------------- -------- DIRECTOR OF DEVELOPMENT SERVICES DATE FLOW RESTRICTOR MANHOLE BY ENGINEERING CITY of EDMONDS SPREADER TRENCH NO SCALE Date:Z�%� NO SCALE -------------------------- DIRECTOR OF PUBLIC WORKS DATE CITY OF EDMONDS Q FOR PERMIT NCS 3/23/01 JOB NO.: S200649 DRAWING: REVISED PER CITY COMMENTS NCS 6/08/01 P� C SCy DWG. NAME: GREENLEAF-EVANS RESIDENCE DRAINAGE PLAN Q CIVIL GEOTECHNICAL �f WasH ENVIRONMENTAL s200649SITE.DWG SD-4 z y DESIGNED BY: LOT 3, EDMONDS SEAVIEWTRACTS 2138 Humboldt Street NCS �bi5 OLYMPIC VIEW DRIVE �`' Bellingham, WA 98225 DRAWN BY: CITY OF EDMONDS FILE NO 01-140 SHEET: 347 0 ( gEK ENGINEERING 8c Ph: 360) 676-9589 KRK EDMONDS WASHING TON 4o f 4 N0. REVISION BY DATE 0, Ph: BY: DATE: Ph: (800) 859-5597 SCALE: NAB �o EXPIRES JULY 02, 2002 ENVIRONMENTAL, INC. Fax: (360) 676-4625 TEB JUNE 2001 H: NA v: NA