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18132 84TH AVE W.PDF111111111111 7817 18132 84TH AVE W 7JECT REVIEW CHECKLIST P ROJECT NAME: )C�; PLAN CHECK PROJECT ADD RESS:-43& W, hr,-A) RECEIPT DATE: REVIEW =-D BY: (Initi- ae all LAN. WATER COMMENTS FIRE BLDG. SEWER STREE ENG. Setbacks/Variance/Setback Adjustment ..... -------- Conditional Use Permit 2 ADB Requirements 3 Other Zoning Requirements 4 Underground Wiring Required Lot Slope 15% ..... )p ei, 5 6 SEPA Environmental Checklist/Hydraulics Permit Tree Cutting Plan 8 Plat/Subdivision Requirements . . . . .. . .......... . Legal Description Verification 9 Quit Claim/Street Dedications Easements - Public/Private Engineering Storm Drain Review Fee Engineering 2.2 Inspection Fee Drainage Plan (On -Site) 30 14:.. Setback - Top of Bank, Stream, Water Courses Setback - Storm Drain Line Open Ditch - Existing Culvert Required 18 Culvert Size Shoulder Drainage/Shale Open Run—off Catch Basin Required ..... . Driveway Slope & Vehicle Access Sidewalk Required All Curb & Gutter Required Curb Cut For Driveway Required . . . . . . . . . . . ..... .5 . . . . . . /Vo Street Paving Required . Right -Of -Way Construction Permit Required Street Name Sign Required 'Vo Other Sign!aq Required Bond Required For Public Improvements 'IVA FIEMA Map Check/Water.Tabl,e . . . . . . . . . Side. Sewer Availability Calculate Sewer Connection Fee If No LID # . . . . . . . . . . . . . . . . ....... Create Street File . . . . . . . . . . . . ;;;;;; -- - ---- . . ......... I Existing Water Main Size Water Meter Size :':37 Service Line Size "k 38.*... Water Meter Charge Required 39.::: Hydrant Required -40 Hydrant Size Existing . . . . . ... ...... Fire Line Charge Required - Sprinkler Street Cut 42 . . . . . . . . . . . . . . . . . 43 Miscellaneous . . . . . . . . . . . . . . . . . . Reviewed By: Punju U,� K-5 EPT FIRE PLANNING ENGINEEPJNG PUBLIC WORKS R E C 0 R' D OF C 0 N T A C T S 21 2 22 3 23 4 24 5 25 6 26 7 27 8 28 RW PERMIT # DATE ISSUED RECEIPT # 9 29 10 30 11 31 12 32 13 PAID $ RECEIPT # DATE 33 SS PERMIT # RECEIPT #129��Z- DATE ISSUED 14- PAID $ RECEIPT # DATE 34 15 35 16 36 37 METER SIZE31AI PAID $9(,0 DATE RECEIPT 38 19 9 20 40 Dennis M. Bruce, RE. M.S.C.E., M.B.A. xxxz�celv��4) Geotech ni cal/Civil Engineer jot 1999 DIEV&COPMEW Ory o" SEI?WC July 16, 1999 E0Aj6k1DtES cri?. S City of Edmonds c/o Michel Construction, Inc. 8022 - 212th Street S.W. Edmonds, WA 98026 Subject: Final Report, Geotechnical Inspections, Permit No. 980504 18132 - 84th Avenue West, Edmonds This engineering report presents the results of geotechnical inspections for the recently completed new single family residence for Mr. Rob Michel at 18132 - 84th Avenue West, Edmonds, Washington. These inspections were required by this engineer's geotechnical evaluation, as well as City of Edmonds Building Department. REFERENCES: • November 4,1997 Geotechnical Evaluation for Lots No. 2 and 3 • December 1, 1998 Geotechnical Addendum in response to Building Plan Check No. 98372 by D. Bruce, P.E. • Construction photographs INSPECTIONS: 1. Soil Cuts: This engineer observed the soil excavations for the new Michel residence throughout the Fall of 1998. All soil cuts encountered subgrade material as anticipated by the geotechnical report. Soil cuts, aeotechnically aggroved. 2. Soil Bearing Capacity: This engineer verified the presence of subgrade bearing capacity that met or exceeded 2,000 p.s.f. Footing subgrade zone approved for concrete placement in accordance with City of Edmonds approved plans. Geotechnically apg)roved./ 3. Retaining Wall / Rocke[y PI i acement: This engineer worked with project owner and contractor to design a rockery in conjunction with landscaping and lawn grading (see photographs). This engineer provided on -site inspections during the site preparation, base rock installation, rockery linkage, chinking, drainage zone installation, and final batter alignment. All rockery aspects complied with this engineer's requirements, and normal, good, standard practices. Rockery is neotechnically "proved. SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442 Michel Construction / 18132 - 84th Avenue West, Permit No. 980504 Pagetwo 4. Fill Placement and Compaction: Very little, it any, till material was utilized for this project. Careful calculations balanced the amount of cut and till material. A small amount (less than 50 cubic yards) of gravel was imported to allow for improved foundation concrete subgrade preparation. Fill placement and compaction, geotechnically aimroved. 5. Subsurface Drainage Installation: This engineer provided on -site geotechnical inspection for the placement. of footing drains, as well as rockery zone drain lines. Additionally, this engineer verified the proper connection and discharge alignment of storm water tightlines. All subsurface drainage installation is aeotechnically approved. SUMMARY: Geotechnical conditions of this project met those anticipated by the geotechnical report. All geotechnical aspects of this project were inspected by this engineer and are approved. It there are any questions, do not hesitate to call - I EXPIR S 12/231 � - DMB:vIb Dennis M. Bruce, P.E. Geotechnical / Civil Engineer Dennis M. Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/ Civil Engineer November 4, 1997 01�*k 0040 k Mr. Dennis V. O'Leary Chief Financial Officer Lynnwood Mortgage Corporation 6505 - 218th Street S.W., Suite 9 Mountlake Terrace, Washington 98043 Subject: Geotechnical Evaluation Lots 2 and 3 Approximately 84th Place and 182nd Place, Edmonds, WA This engineering report presents the results of a geotechnical evaluation of the property at approximately 84th Place and 182nd Place, Edmonds, Washington. This evaluation was necessitated by owner and developer concerns, as well as City of Edmonds requirements. REFERENCES: • Vicinity Map (figure 1) • Topographic Survey Map by Chadwick and Winters, of Lots 2 and 3 dated October, 1997 • Site photographs (available) BACKGROUND: It is understood that Lots 2 and 3 are part of an overall parcel containing Lot No. 1 with existing residence, and Lots 2, 3 and 4 (see Survey map and plot plans). This investigation deals with Lots 2 and 3 with regard to geotechnical slope issues. It is understood that property owner wishes to construct a single family residence on Lot 3 and another single family residence on Lot 2. No development or construction has occurred on either Lot 2 or 3 to date. Lots 2 and 3 contain a "flatter" portion, as well as a more steeply sloped rear (southerly portion). The flatter portions of the lots currently consist of lawn grasses, with a few mature trees. The steeper (southerly) portion of the lots are densely vegetated with shrubs, bushes and trees (see photographs). SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE : DESIGN & PERMIT - LEGAL 17814 8th Ave. N.W. - Shoreline, Washington 98177 - (206) 546-9217 - FAX 546-8442 ,Attachment 6 Mr. Dennis V. O'Leary Pagetwo ASSESSMENT: While not within the scope of this evaluation, this engineer assessed the existing residence on Lot 1 for any geotechnical distress. No evidence of any foundation settlements or shifting were observed. Visual assessments of Lots 2 and 3 by this engineer throughout the past year revealed no evidence of any geotechnical distress: No sliding, no creep, no shifting, nor any significant erosional degradation was observed on the overall property, including Lots 2 and 3. In order to augment existing site geotechnical information, soil test pits were dug (by backhoe) under this engineer's observation on August 9, 1997. See soil test pit logs (attached). The findings of the four soil test pits (plotted on the Survey Topographic Map) were very similar. Namely: dense brown, silty sand to approximately three (3) to four (4) foot depths. Dense to very dense grayish brown weathered glacial till (hardpan). No ground water was present in any of the four soil test pits. All test pit walls remained vertical and stable throughout the excavated time frame (approximately two hours). CONC LUSIONS/RECOMMENDATIO NS: Based on the findings of this investigation, and experience with similar sites in the area, Lots 2 and 3 are geotechnically approved for the proposed single family residences, subject to the following conditions: Standard reinforced continuous and spread footings. Allowable bearing pressure: 2,000 p.s.f. Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall provided the drainage zone is inspected and verified by this engineer. For retaining wall design, use a friction factor of 0.55 and passive pressure of 350 p.c.f. The foundations for the proposed structures may be placed anywhere on Lots 2 and 3, outside of the dashed top -of -bank survey area (see Topographic map). In other words, there are no geotechnical limitations to the proximity of the proposed residences and the top -of -slope line. (It is geotechnically Mr. Dennis V. O'Leary Page three possible, but not likely, to properly construct a foundation on the steeper portions of Lots 2 and 3. This would require uneconomic stabilizing techniques and methods). To be clear, the geotechnical set -back distance to the top -of -bank dashed line is zero. It is understood that political or zoning set -back distances do apply per City of Edmonds requirements. It is important to restate, however, that no set- back distance is essential for geotechnical reasons. If desired, exceptions or variances could be pursued. Geotec.hnical inspection by this engineer prior to any foundation concrete placement. The proposed structures can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on structural fill placed above native soils. See the later sub -section entitled General Earthwork and Structural Fill for structural fill placement and compaction recommendations. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty- four (24) inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. Depending on the final site grades, some overexcavation may be required below footings to expose competent native soils. Unless lean concrete is used to fill the over excavated hole, the width of the overexcavation at the bottom must be at least as wide as the sum of two times the depth of the overexcavation and the footing width. For example, an overexcavation extending two feet below the bottom of a three-foot wide footing must be at least seven feet wide at the base of the excavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that total post -construction settlement of footings founded on competent, native soils (or on structural fill up to five (5),feet in thickness) will be about one-half inch, with differential settlements on the order of one -quarter inch. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundations. For the latter condition, the foundations must either be poured directly against undisturbed soil or the backfill placed around the outside of the foundation must be level structural fill. We Mr. Dennis V. O'Leary Page four recommend the following design values be used for the foundation's resistance to lateral loading: Parameter Coefficient of Friction Passive Earth Pressure Where: Design Value 0.55 350 p.c.f. (1) p.c.f. is pounds per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. We recommend that a safety factor of at least 1.5 be used for design of the. foundation's resistance to lateral loading. SLABS -ON -GRADE: Slab-on-�grade floors may be supported on undisturbed, competent native soils or on structural fill. The slabs may be supported on the existing soils provided these soils can be recompacted prior to placement of the free -draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. PERMANENT FOUNDATION AND RETAINING WALLS: Retaining walls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following recommended design parameters are for walls less than twelve (12) feet in height which restrain level backfill: Parameter Active Earth Pressure* Passive Earth Pressure Coefficient of Friction Soil Unit Weight Design Value 30 p.c.f. 350 p.c.f. 0.55 125 p.c.f. Mr. Dennis V. O'Leary Page five Where: (1) p.c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid densities. For restrained walls which cannot deflect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 p.s.f. should be added to the active equivalent fluid pressure). The values given above are to be used for design of permanent foundation and retaining walls only. An,appropriate safety factor should be applied when designing the walls. We recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need to be given the wall dimensions and slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaining wall backfill should be accomplished with hand -operated equipment. Retaining Wall Backfill Backf ill placed within eighteen (18) inches of any retaining or foundation walls should be free -draining structural fill containing no organics. This backfill should contain no more than five (5) percent silt or clay particles and have no particles greater than four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. the purpose of these backfill requirements is to assure that the design criteria for the retaining wall as not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains Mr. Dennis V. O'Leary Page six recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: In no case should excavation. slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1:1 (Horizontal:Vertical) from the top of the slope to the bottom of the excavation. Under specific recommendations by the geotechnicall engineer, excavation cuts may be modified for site conditions. All permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). Fill slopes should not exceed 1:1 (H:V). It is important to note that sands do cave suddenly, and without warning. The contractors should be made aware of this potential hazard. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS: Footing drains are recommended at the base of all footings and retaining walls. These drains should be surrounded by at least six (6) inches of one -inch -minus washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. No groundwater was observed in any of the test pits during the field work. Seepage into the planned excavation is possible, and likely if excavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of s ' lopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Any exposed slopes to be covered with plastic to minimize erosion. Final site grading in areas adjacent to buildings should be sloped at least two (2) percent away from the building, except where the area adjacent to the building is paved. Mr. Dennis V. O'Leary Page seven GENERAL EARTHWORK AND STRUCTURAL FILL: The proposed building and pavement areas should be stripped and cleared of all surface vegetation, all organic matter, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill. NOTE: Specific clearing limits to be established at pre -construction meeting with City of Edmonds building officials and inspectors. Structural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to support loads. This engineer should observe site conditions during and after excavation prior to placement of any structural fill. All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum moisture content is that moisture content which results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type, compaction equipment, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches in loose thickness. The following table presents recommended relative compaction for structural fill: Location of Fill Placement Beneath footings, slabs or walkways Behind retaining walls Beneath pavements Minimum Relative Compaction 95% 90% 95% for upper 12 inches of subgrade, 90% below that level Where: Minimum relative compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). Mr. Dennis V. O'Leary Page eight Use of On -Site. Soils If grading activities take place during wet weather, or when the silty, on -site soils are wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally silty and thus are moisture sensitive. Grading operations will be difficult when the moisture content of these soils exceeds the optimum moisture content. Moisture sensitive soils will also be susceptible to excessive softening and pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content. Ideally, structural fill which is to be placed in wet weather should consist of a granular soil having no more than five (5) percent silt or clay particles. The percentage of particles passing the No. 200 sieve should be measured from that portion of the soil passing the three -quarter -inch sieve. The use of "some" on -site soils for fill material may be acceptabl if the upper organic materials is segregated and moisture contents are monitored by engineering inspection. DRAINAGE CONTROLS: No drainage problems were evident on Lots 2 and 3. Surface runoff flows generally westerly (from the flatter portions of the lots). This engineer recommends compliance with the City of Edmonds standard storm water drainage controls. The surficial sandy soils are such that it is practical to utilize an infiltration storm water system. CONCRETE: All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. :14SPECTION: The - recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Soil cut s • Foundation subgrade verification Mr. Dennis V. O'Leary Page nine • Any retaining wall,- or rockery placement • Any fill placement and compaction • Subsurface drainage installation SUMMARY: The two proposed single family residences (on Lots 2 and 3) are geotechnically viable when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and key geotechnical inspection during construction. There are no geotechnical constraints limiting the proximity of the proposed residences to any sloped portion of the property. As a practical measure, this engineer recommends the residences be situated no further southerly than the dashed top -of -slope line. If desired, however, it is geotechniGally feasible to construct the residences beyond (more southerly) than the dashed survey line. GEOTECHNICAL REVIEW OF PLANS: Prior to the City of Edmonds issuing a building permit, this engineer should review the specific house plans for compliance with the recommendations of this geotechnical report. CLOSURE: The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions are encountered during construction that appear to be different than those described in this report, this engineer should be notified to observe the situation and review and verify. or modify the recommendations. If there are any questions, do not hesitate to call. DMB:vIb Dennis M. Bruce, P.E. Geotechnical/Civil Engineer M. 17405 �EXPIFTs I my 4N BROWNS BAY 0 7 PL SAC"ISN wwm 2)�qTli PL PARK Sw i vIEW 0-VERLIODK log J/ rT w S, Al Pt Sw 18 ST Sw Sw 4 #0 188EN ST J.69ENS Sw M 31 , 'I . 1 —X (5 Z wjk/lk AT E PL. ST S. CHE A ST . ...... C'� j N 191st S, I? 13 19200 ST Sw n lu. PUGET 19671 ST sw MELOOT Lit DR P, p B kill, I MOKMERE IST P 200TH ST SW B)Z4CKCM ll r K ULLN ST 5 ') ST AtE VI t; 2 PRAW I . - I - - Pic milt PK jE RIDWC A-e & _ H ST- .1 pi T IELL 'Na w MAIN I 'I r ST MR r ST ros r MIN PL ALOE NEWRIA, 7—sw PARK WON 9 ke r OIL ww. i .�2U po ST Fs �W L % Uleco MRSH inm SPACE P2 TY C) ?)4nf Fl SW X p c:i I - its h4RIAN I. - - - - -- -.- V.. -ST-, MACH r ZF-- KAKAH Sw �j Pk 218TH $I 'w 30 Cl-- BEL 2, ST aw -1 1 T jK:Hj- X-j so c"J" 7-1 Apt Pot % 49 Mill" N� ZtL��..r 1-1 Q . ..... I /* Y4 022W �4N 4, W.- ld� 71, ci ig7 ig7 �rujj (05 N 8704 02" E 72.31' tl-4 ;10 rob 110.00 65 L kttachment 4 bb ON SEE NOT -l" lez� N 87043'02" E 72.31' �o 0 '0 SEE NOT] -4 rolb 110.00 65 �7 DEC o 1-997 Attachment. 5 =7 Ao. 00 03/09/1999 09:29 77egeeG MICHEL CONST PAGE e2 AFTER RECORDING MAIL TO: Name: Michel Construction. Inc — Add res Ciiy/Statc: Edmonds. WA 98026 uTILITY EASEMENT & AGREEMENT Whereas Michel Construction, Inc. is the owner of the following legally described properly: Lot 2 of (.'ity of Edmonds Short Plat No,S-28-79. Recorded Under Auditor's File Number 81()310olol, records of Snohomish County, Washington Whereas Dennis and Carla O'Leary are the owner of the property located east of the ahovt: described property, legally described as: Lot .1 of City (if Edmonds Short Plat No.S-28-79, Recorded Under Auditor's File Nuniticr siO3100161, records of Snohomish County, Washington NOW, tK-rvfore, the parties agree as follows: Dennis & Carla O'Leary, Grantee. Grantor, for valuable consideration, now grant to Michel Construciion, Inc. an utility easement under and across the following descritiml portion of its property: A 'ren Foo( wide easement running east to west over the South 130.00 Feet of Lot 3 of City of Edmonds Short Plat No.S-28-79, Recorded Under Auditor's File Nuirihcr 8103100161, records of Snohomish County, Washington This witity easement shall be perpetual and shall run with the land for benefit and twidt:ns or heirs and successors in interest to the described parcels. G rantor ret:iins the right to revoke this easement if grantee or its successors l';,11 t,! maintain or make repairs within Thirty (30) days after receipt of written nmick! Itom grantor, grantor's agent or City of Edmonds that repair.% are needed. Date( t is day ol, 1999. Dennis 01,.em-N, (Jrantor Carla O*Leary, Gra Or Robin W. Michel. Presidcr� Michel Consti-uclion, Inc., Grantee 03/09/1999 09:29 7789086 MICHEL CONST PAGE 03- State of Washington, )SS. County of Snohomish I certify that I know w hove -�atisfartory evidence that DENNIS O'LEARY Ware the persori(s) V'/!.(. appeared befiat! 171., :-d �;zjid pefson(s) acknowledged that Hr signed INS instrUnient, acknowled�)i,-,,l it i, and voluntary act for the uses and PLJ(jJOr#tS mLimorwc instrument, Q Dated: n Notary Public)*Pyd or th ate if f C. '9� residing at Z My appointment expi State of Washington )SS' County of Snohomish I certify that I know or have satisfactory evidence that CARLA O'LFARY Islare the person(s) who appeared before me, and said person(s) acknowledged that 5Hfi signed this instrument and acknowledged it to he free HER and voluntary act for the uses and purposes mentioned in this InstruTenr. D at ad: 61 Notary Publicjn And for tl�ile State of Washington residing at 4 Z My appointment expires V Vvy State of Washington )SS. County of Snohomisf-- I certify that I know or have satisfactory evidence that 9013IN W. MICHEL is the person who appeared before me, and said person acknowledged that HE signed this instrument, on oath stated that he/she was authorized to execute the instrument and acknowledged it as the PR9SIQEN of MICHEL CONSTIL C L_-LIQ—NINC. to be the free and voluntary act of such party for the uses and purpoself mentioned in the instrument. Dated: —ZY Notary Public in I r the at of Washington residing at My appointme t expires 4Y/Y1/V 06/18/98 11:03 FAI 4255514131 —.—FIRST AMERICAN TITLE 01 0001 Cn I Cb 17103 P-0001 Recorded Snohomish ;Ountv 8o2 -2 Z12- t-A 3T '3W oc* jF0I?rvn0j5 _,We; I &) 7— (P M'flCAL AREA ANDADR cRrncA.L ARZA BUFFER N017CE 4(0�-'e _�g ftcWty Addrew: ff 7W EdMMd3,Ws&hir%gM Aw&wes Nreel Number. property cgntaim one gr mar, evifical areas or their bjXers as deftMed by admands C*numa"ily Dovelopmam CO& Chapter 2D.15k. The property vm tM aubjecl.of a agvolopment propmal for 'Ke " -A application filed an Xlw draw) __ A7,---- , Resu4cdow an 1 WM4 use or alterefion of the critiml Offlew or dwir buffero BuY exisidue to natural conditions of the property and resulting reVlatiom Review of the above application has Provided infonnation on the 10cmd6a of the cridc2l area(s) or cMcal area beffers md ruU"ons 0ndwjrnssthMghSdba,*wm%L A opy oftba plan nhowingsueb efltkdarvKs)� —.lL-" — -Oached htreto as ExMblt 1. 4110t9l 0)11�4f bungrs, anu nx� 0. re, Property OWRW S4ARI(I - I 1 0 1 4 * We: , 6— ".0 — f 1P 9T,kTG0FWAsMGr0N) coUNV OF SNOMMISH) i certify that I know or havc satifi(AGWY CIAO== that LLI liped 69 jnstrQmmand acknowledgr it Eobobi3thor frea amd valuntmV w;tJfQt the usm znd ptqoses mgntioncd In this Maum='. M %-.I ?qoI 0099 , 1 s". It signamm of 1F ftary Public: 4< 111, 1� Ift to A..f X My Appoininwnt 111;1 qp ?Ab poet-itz Fax Nots 7671 09% jUeslo To coicept <eb Phaft Fax* Phona rF- # 3511 COUNTY AU]DtrQP- ov, I �q Bult-Difill J U N I a 1998 00*0)e �EIQHT CALCULATION A: 97.78 8: 106.18 C: 105*04 D: 94.61 TOTAL:403.61/4 100.90 AVERAGE GRADE 100 89.80 90 9,5 99. 90 7- AWSQ�� 0 1 K, 75 60- * ................ ::. - 59.90 UTILITY POLE F.R END OF 99.10 ACCESS AND UTILITY EASEMENT ] 130ADWA 99.25 2706 SO FT 30 30 99. 2 - - --- - - - - - - - - - cn w DATUM POINT (STEEL PIN) +100 lod� PROPOSED LOT 3 HOUSE 105 DENNIS AND CARLA OLEARY SEWER 13 "so ;2,419.23 -5a F7 9� 46' L .02 60199 GAR co FUTUFE -100 HOUSE .95 90 1872.00 f t, I -85 ...... 601 1 4 1 1 �i N IL ----------- -75 L - - - - - - - - - - - - - - - - - - - lv.EET��-A / - mlamc-1 f PLAN MAY 5CALE: I" = 40'-C)" < c) (Z LLI z mi wz 0 z 3: P 0 uw u "no Z. ON 0 z LEI "" u Lu u z .LLJ C6 Ui Lu 0 Z. zz u- 516198 NOTICE: a-�c c u ra-cy. N'o w a r-r a n y.. e . ktached The -information shown on th map(s) was compiled for use by the City Of Edmonds, its Employees and Consultants. The City of �Edm.qnds does not . wa rra nt the accuracy of anything set forth on these map(s), Any person or entity a copy should conduct an independent I m-ation shown on inquiry regarding the 'nfor I ited to tRe -m a p (s) I Including, but not th-e loc'ation of any sewer stub shown. Such sewer stubs may or may* not exist and may or may not exist at the location shown. s Neither the City of Edmonds nor its emp'fo-yee-s o-r office-rs S*hal-1 be I-`1a,b.-le- for the information given' on this map(s), nor for ion provided based any one representat' upon said map(s), 481Y]j KP1eE,5 DAY5 P I CITY OF EDMONDS SIDE SEWER PERMIT 8 9 0.19 PERMIT t�10 9011 Address of Construction: X_? Property Legal Description (Include all easements): see, ze 9 = M oT z 5-2 6-77 1�7-' Owner and/or Contractor: / / I M State License No. 16C,2 Z Building Permit No. 9E6SO"I 0--Single Family El Multi -Family (No. of Units—) El Commercial C1 Public 11 Invasion into City Right -of -Way -#No El Yes RW Construction Permit No. Cross other Private Property: El No KYes Attach legal description and copy of recorded easement 1d(_1 pit, / la� 17 I certify that I have read and shall comply with all city requirements'-N as indicated on the back of the Permit Card. Date * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION * -OFFICE USE ONLY FOR INSPECTION CALL 771-SM, PUBLIC WORKS DEPT. 1116). 0 0 6?A35 Permit Fee: — Issued By Trunk Charge- Date Issued: Assessment Fee: Receipt No.: Lid No.: — Partial Inspection: Comments Date —Initial Reason Rejected: Date Initial Final Inspection Approved: Date3fff-ff Initia) or PERMIT MUST BE POSTED ON JOB SITE While Copy: File Greeri Copy: Inspector Buff Copy; Applicant Revised 3/90 The City of Edmonds Sidc Sewer Drawing EASFMLNT NO . ............ ....... NEW CONSTRUCTION be REPAIRS LID NO . .......... ....... ASMT. NO OWNER------------------------------------------------------------------ ---------------------------- CONTRACTOR ... ............................... --- -------------------------------------------- PERMIT NO . .... 9.p11 JOB ADDRESS ..1613d L ...... -.8.49.r4ort-ca ............... ........ LEGAL DESCRIPTI(jN: LOT NO . ......... .... ....................... BLOCK NO . ................................... XT A NAV C117 A nnl'rinXT fly LITILITY POLE F.H. END OF ROADWAY 99.10 ACCESS AND UTILITY EASEMENT 99.25 2706 SO FT 30 30 HEIGHT CALCULATION 99. 2 A: 97.78 100 B: 106.18 % - - - - - - .34 C: 105.04 I D: 94.61 TOTAL:403.61/4 100.90 AVERAGE GRADE U) 0 Q) rz 100 ui DATUM POINT (STEEL PIN) +100 .1 00,� > 99. e 89.80 90 J5 PROPOSED LOT 3 HDU SE < DENNIS AND CARLA CYLEARY _r_ 9& 105 SEWER Z EASi��\ co ----- ------ ----- < F-- co > LiJ SQ .00 9 % u z % Q F 91 .461f .02 -0 603.99 It' w ,RSETB.� GAR. Z� 0z 0 so 1051 co 3: FUTUFE u -1001 :) ?: HOUSE w I u 75%. ...... -951 '90 1872.00 ft' th 70, 3 Z; 85 0 N1 u � wl, AP ED Y P 651 L - - - - - - - - -75 L - - - - - - - - - - - - - - - - - - - Lu 60-t= ............. Lu 59.90 60� 65 'u 72.55 PLOT PLAN ul u- Wi �j 516195 SNEE i HLE 5CALE: I" = 40'-Cl" PLOT WWI AV, VV 44-WO rAA 4400014101 t'IKbT AIEKKAN-J-ULE #1 0001 4" 1 V-4 Ulb CD 00 Cb /98 0001 M6CGPdv4 4Mr rrcarjt�,tj rCTIqj-), 7*0 Sn0homigh countr kow za. t.,6 sr sw 4V ftM, -- ft Aft OP pool FAV 46V,�Zm 24aM CHMCAL AREA ANDIOR CRMCA-L AFYA BUFMR NOITCE n,pe,CyAddrm: Edmarxb, Washington - ID20-2 Assemes Pared Numbm NOTIM. rm property contaim one or more exidmal arm or their baften as ddbmd by Mmands Commmity Mvelopment CO& Chwter 20.151�, The propet" was tb* .bj.i.,r.dev.I*pm.tp--posdI4jr XMI—I -..o — IkppIkatigg; T&P Z om Filed cn --r.4" - / um or m1wration of &a critical mm or their buffers MAY exUL dw tO Daturid 0miliflow otthe property and muldliz TAWMIum Review of the above appWilon hm provMd wfiermation on the location of the critical mr,2(a) or critical am buffm and restilmom an their use dMmgh Sdbm* MML -4 ftP7 Of tht PIRU xhowh* such efl*d SLrmm(z)6 and saffink arm is attached himto Is3b"t I. Pro" Owner Signatore: tw, I — ff . 6-1.0 STATB OF WASMGTON comqTY OF SNOHOmISH) a;'S I certify that I know cr h0c satisfactoty t%WMCV Oat -5,L Aped 69 Irmtruromit W acknowledge I i m be bi&%w fnm mod voluntmY act jr- the am and purposes mationed In ft jOSEMMML Daied i 0/99 i6t ba smadzed. NomryPublic: my APP Poet -le Fax Noto, 7671 Dim # of 1'. To cojoept Phone Phons fax # jFm— # HSH COUNTY AUDYMPL 4110t9i OAI�4f 4' P BUILOpq 6 JUN I c,� 1998 0 Dennis M. Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/ Civil Engineer November 4, 1997 Mr. Dennis V. O'Leary Chief Financial Officer Lynnwood Mortgage Corporation 6505 - 218th Street S.W., Suite 9 Mountlake Terrace, Washington 98043 Subject: Geotechnical Evaluation - Lots 2 and 3 Approximately 84th Place and 182nd Place, Edmonds, WA This engineering report presents the results of a geotechnical evaluation of the property at approximately 84th Place and 182nd Place, Edmonds, Washington. This evaluation was necessitated by owner and developer concerns, as well as City of Edmonds requirements. REFERENCES: • Vicinity Map (figure 1) • Topographic Survey Map by Chadwick and Winters, of Lots 2 and 3 dated October, 1997 • Site photographs (available) BACKGROUND: It is understood that Lots 2 and 3 are part of an overall parcel containing Lot No. 1 with existing residence, and Lots 2, 3 and 4 (see Survey map and plot plans). This investigation deals with Lots 2 and 3 with regard to geotechnical slope issues. It is understood that property owner wishes to construct a single family residence on Lot 3 and another single family residence on Lot 2. No development or construction has occurred on either Lot 2 or 3 to date. Lots 2 and 3 contain a "f latter" portion, as well as a more steeply sloped rear (southerly portion). The flatter portions of the lots currently consist of lawn grasses, with a few mature trees. The steeper (southerly) portion of the lots are densely vegetated with shrubs, bushes and trees (see photographs). SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL 171114 81h Ave. N.W. - Shoreline, Washington 98177 - (206) 546-9217 - FAX 546-8442 Attachment 6 Mr. Dennis V. O'Leary Pagetwo ASSESSMENT: While not within the scope of this evaluation, this engineer assessed the existing residence on Lot 1 for any geotechnical distress. No evidence of any foundation settlements or shifting were observed. Visual assessments of Lots 2 and 3 by this engineer throughout the past year revealed no evidence of any geotechnical distress: No sliding, no creep, no shifting, nor any significant erosional degradation was observed on the overall property, including Lots 2 and 3. In order to augment existing site geotechnical information, soil test pits were dug (by backhoe) under this engineer's observation on August 9, 1997. See soil test pit logs (attached). The findings of the four soil test pits (plotted on the Survey Topographic Map) were very similar. Namely: dense brown, silty sand to approximately three (3) to tour (4) foot depths. Dense to very dense grayish brown weathered glacial till (hardpan). No ground water was present in any of the four soil test pits. All test pit walls remained vertical and stable throughout the excavated time frame (approximately two hours). CONCLUSIONS/RECOMMENDATIONS: Based on the findings of this investigation, and experience with similar sites in the area, Lots 2 and 3 are geotechnically approved for the proposed single family residences, subject to the following conditions: Standard reinforced continuous and spread footings. Allowable bearing pressure: 2,000 p.s.f. Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall provided the drainage zone is inspected and verified by this engineer. For retaining wall design, use a friction factor of 0.55 and passive pressure of 350 p.c.f. The foundations for the proposed structures may be placed anywhere on Lots 2 and 3, outside of the dashed top -of -bank survey area (see Topographic map). In other words, there are no geotechnical limitations to the proximity of the proposed residences and the top -of -slope line. (it is geotechnically Mr. Dennis V. O'Leary Page three possible, but not likely, to properly construct a foundation on the steeper portions of Lots 2 and 3. This would require uneconomic stabilizing techniques and methods). To be clear, the geotechnical set -back distance to the top -of -bank dashed line is zero. It is understood that political or zoning set -back distances do apply per City of Edmonds requirements. It is important to restate, however, that no set- back distance is essential for geotechnical reasons. If desired, exceptions or variances could be pursued. Geotechnical inspection by this engineer prior to any foundation concrete placement. The proposed structures can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on structural fill placed above native soils. See the later sub -section entitled General Earthwork and Structural Fill for structural fill placement and compaction recommendations. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty- four (24) inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. Depending on the final site grades, some overexcavation may be required below footings to expose competent native soils. Unless lean concrete is used to fill the over excavated hole, the width of the overexcavation at the bottom must be at least as wide as the sum of two times the depth of -the overexcavation and the tooting width. For example, an overexcavation extending two feet below the bottom of a three-foot wide footing must be at least seven feet wide at the base of the excavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that total post -construction settlement of footings founded on competent, native soils (or on structural fill up to five (5) feet in thickness) will be about one-half inch, with differential settlements on the order of one -quarter inch. Lateral loads due to wind or'seismic forces may be resisted by friction between the foundations and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundations. For the latter condition, the foundations must either be poured directly against undisturbed soil or the backfill placed around the outside of the foundation must be level structural fill. We Mr. Dennis V. O'Leary Page four recommend the following design values be used for the foundation's resistance to lateral loading: Parameter Coefficient of Friction Passive Earth Pressure Where: Design Value 0.55 350 p.c.f. (1) p.c.f. is pounds per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. We recommend that a safety factor of at least 1.5 be used for design of the foundation's resistance to lateral loading. SLABS -ON -GRADE: Slab -on -grade floors may be supported on undisturbed, competent native soils or on structural fill. The slabs may be supported on the existing soils provided these soils can be recompacted prior to placement of the free -draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. PERMANENT FOUNDATION AND RETAINING WALLS: Retaining walls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following recommended design parameters are for walls less than twelve (12) feet in height which restrain level backfill: Parameter Active Earth Pressure* Passive Earth Pressure Coefficient of Friction Soil Unit Weight Design Value 30 p.c.f. 350 p.c.f. 0.55 125 p.c.f. Mr. Dennis V. O'Leary Page five Where: (1) p.c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid densities. For restrained walls which cannot deflect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 p.s.f. should be added to the active equivalent fluid pressure). The values given above are to be used for design of permanent foundation and retaining walls only. An appropriate safety factor should be applied when designing the walls. We recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need to be given the wall dimensions and slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaining wall backfill should be accomplished with hand -operated equipment. Retaining Wall Backfill Backfill placed within eighteen (18) inches of any retaining or foundation walls should be free -draining structural fill containing no organics. This backfill should contain no more than five (5) percent silt or clay particles and have no particles greater than four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. the purpose. of these backfill requirements is to assure that the design criteria for the retaining wall as not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains Mr. Dennis V. O'Leary Page six recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: In no case should excavation. slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1:1 (Horizontal:Verlical) from the top of the slope to the bottom of the excavation. Under specific recommendations by the geotechnical engineer, excavation cuts may be modified for site conditions. All permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). Fill slopes should not exceed 1:1 (H:V). It is important to note that sands do cave suddenly, and without warning. The contractors should be made aware of this potential hazard. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS: Footing drains are recommended at the base of all footings and retaining walls. These drains should be surrounded by at least six (6) inches of one -inch -minus washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. No groundwater was observed in any of the test pits during the field work. Seepage into the planned excavation is possible, and likely if excavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of s * lopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Any exposed slopes to be covered with plastic to minimize erosion. Final site grading in areas adjacent to buildings should be sloped at least two (2) percent away from the building, except where the area adjacent to the building is paved. Mr. Dennis V. OLeary Page seven GENERAL EARTHWORK AND STRUCTURAL FILL: The proposed building and pavement areas should be stripped and cleared of all surface vegetation, all organic matter, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill. NOTE: Specific clearing limits to be established at pre -construction meeting with City of Edmonds building, officials and inspectors. Structural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to support loads. This engineer should observe site conditions during and after excavation prior to placement of any structural fill. All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum moisture content is that moisture content which results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type, compaction equipment, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches in loose thickness. The following table presents recommended relative compaction for structural fill: Location of Fill Placement Beneath footings, slabs or walkways Behind retaining walls Beneath pavements Minimum Relative Compaction 95% 90% 95% for upper 12 inches of subgrade, 90% below that level Where: Minimum relative compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). Mr. Dennis V. O'Leary Page eight Use of On -Site. Soils If grading activities take place during wet weather, or when the silty, on -site soils are wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally silty and thus are moisture sensitive. Grading operations will be difficult when the moisture content of these soils exceeds the optimum moisture content. Moisture sensitive soils will also be susceptible to excessive softening and pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content. Ideally, structural fill which is to be placed in wet weather should consist of a granular soil having no more than five (5) percent silt or clay particles. The percentage of particles passing the No. 200 sieve should be measured from that portion of the soil passing the three -quarter -inch sieve. The use of "some" on -site soils for fill material may be acceotabi if the upper organic materials is segregated and moisture contents are monitored by engineering inspection. DRAINAGE CONTROLS: No drainage problems were evident on Lots 2 and 3. Surface runoff flows generally westerly (from the flatter portions of the lots). This engineer recommends compliance with the City of Edmonds standard storm water drainage controls. The surficial sandy soils are such that it is practical to utilize an infiltration storm water system. CONCRETE: All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. INSPECTION: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Soil cut s • Foundation subgrade verification Mr. Dennis V. O'Leary Page nine • Any retaining wall,. or rockery placement • Any fill placement and compaction • Subsurface drainage installation SUMMARY: The two proposed single family residences (on Lots 2 and 3) are geotechnically viable when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and key geotechnical inspection during construction. There are no geotechnical constraints limiting the proximity of the proposed residences to any sloped portion of the property. As a practical measure, this engineer recommends the residences be situated no further southerly than the dashed top -of -slope line. If desired, however, it is geotechnically feasible to construct the residences beyond (more southerly) than, the dashed survey line. GEOTECHNICAL REVIEW OF PLANS: Prior to the City of Edmonds issuing a building permit, this engineer should review the specific house plans for compliance with the recommendations of this geotechnical report. CLOSURE: . The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions are encountered during construction that appear to be different than those described in this report, this engineer should be notified to observe the situation and review and verify or modify the recommendations. If there are any questions, do not hesitate to call. DMB:vIb Dennis M. Bruce, P.E. Geotechnical/Civil Engineer liip—I�Ws 1=5 I i�k,(Tj �e� BROWNS BA Y 7 rREDERI-C� /Z ),1,9TH PL PARK SW YIN �\� - 2 r OVERLOOK PK Ise r rr v x"k 187 -w-s-11 187 ST Sw -4 168TH T S WAY A I c PL CNCR: T r KwD ST ftm mw ----- --- c ML Rw 196 1 SftT sw KELODY LH DR 0600 a P -- PL 7 HILL PA ksp 2 TH W j,, 83M A Lk SIERRA- L M0210 ji 8CALM rj < GLEN ST IGLC 24 DA 1—y gvI SPRAGU Rlaw ItH P. al t ST [D' UNI '9 71 DAYTON sr ST MTH PL KkPLE ,,,s,. AIMRIAL LT PARK OWN -n w k.- Olt WIN p oil HARSH fill. �DCK cc. �4-- 1 .. ftL u MIN %I Sw MKIN. -__x Swj-f!?.- - — - — ... . - Q irk ar4cif r '17TH pk 65 Sw f 30; ift COOLA fig. -.1 10 L 22(TH sw D 41 at A a- RN pt 16 "06 VL-- le jd np. -p'F, r�j� 12 kllnN Zc I, W *11-1 �r, -AN. y Ir - - AV - Apo Y 45 Yf: V4 I, IT4 44 4, f I I ! M.. " . ;, " n,", "', m oo lz/ '417 N 4AP, 26h, "OtSj):c" I !z7 . n 4.4 . . . . . IN :ii-OL 186.63, r r, 179 A I J IC11, X ou : Qo�) 9t ro Xa- SEE NOT� N 87*43 02" E 72.31' In Iw 105 rob 110.00 65 L Machment 4 PA sEE Non -4 CIO . J� ro 110.00 I's �5 E 65 51, 1 v -F D DEC o 1-997 PEAMI oo! C-), Attachment. 5 IV 87*43'02" E 72.31' PLANNING DATA NAME: SITE ADDRESS: Ifuz - P, A,,�,D-�ATE: 6 7 ZONING: PLAN CHK#: PROJECT DESCRIPTION: CORNER LOT- A/P (Yes/No) FLAG LOT Yes/No) SETBACKS: �001't ovr'� Required Setbacks: Front: N Left Side: Right Side: Rear: Actual Setbacks: Front: �/-2- Left Side: Right Side: /6 Rear: Street map checked for additional setback required? — (Yes/No) LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED --' (Y/N) LOT COVERAGE: Maximum Allowed: Actual: 1� `4 B . UILDING HEIGHT: Actual Height: Maximum Allowed: Datum Point: -*74a Datum Elevation: A.D.U. CREATED?: AW Zlk� SUBDIVISION: CRITICAL AREAS #: 9 �. 2, 51, - ��ao SEPA DETERMINATION: Flve-vz-r- LOT AREA: 2, ;Z�- 5C v- 1-7- OTHER- 47(L ( &li,,f- Ft ce- Plan Review By:— cTlIcApermiMplandadoc City of Edmonds Critical Areas Checklist OC. 199 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 orplotplan for individual lots 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 provided are factual, to the best of mv knowled e (fill out the appropriate column below). 9 Owner r�pplica _ �nt- Applicant Representative: �2� f4ame X�g � /19� 'SA) Street Address Ciq, State, ZIP Phone Signature Date STREET FILE rn-b &6&J Name 'I" < - 901y 0112 " -i C5�-) Street Address k&lhk City, State, ZIP Phone Signature .P Date SUILDIN MAY 2 8 1998 CAFILENO. Critical Areas Checklist -------------------------------------------------------------- Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: 51�2 ow -54� 00§4 5 -"2p- �9 2. Property Tax Account Number: 3. Approximate Site Size (acres or square feet): J� 4. Is this site currently developed? _ yes; X-- no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% a vertical rise of I 0-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a horizontal distance of less than 3' )-feet). Other (please describe): 6. Site contains areas of year-round standing water: M10 ; Approx. Depth: 7. Site contains areas of seasonal standing water: AID Approx. Depth: What season(s) of the year? 8. Site is in the floodway N 0 floodplain. of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? �30 Flows are seasonal? (What time of year? 10. Site is primarily: forested X meadow _;shrubs mixed urban landscaped (lawn,shrubs etc) 'K 11. Obvious wetland is present on site: Mo -- - ------ For City Staff Use 0 1 - --------------------- ---- --------------------- --------------- ------- n -7- ..Y 1. :.site. is'Z0hed?:':�::ZG- — 2s:* SCS.: a ped: bil-ty. e(s)! MP 5 ... : p 3. Wetlandinven't6r- C y or. A-. mp,indicates wet.1and 'sent.on site. pre 4-.::- iCriticai,Areas:i��tcii�v:br.C;A �:indica . fin ..criticatAre ? t�b ....aon:site,: .5; :.Si.i.e.,",ithi.n..d.�.�ien�ted earth: s*ubsidence landslide, hazardarea? 43D Site, desig'anated oh:.the.Eny'ir 6nrntntd1lvSerMtiveAreas ap. 1, — z C. 189 12-8-97 Dennis O'leary 6632 192nd Pl. S.W. Lynnwood, WA 98036 CITY OF EDMONDS BARBARA FAHEY 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works - Planning/ Building - Parks and Recreation e Engineering e Wastewater Treatment Plant Subject: Determination regarding Critical Areas Checiflist #97-236 1 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). It Is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records. IMPORTANT INFORMATION TO BE NOTED: PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY. The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not* a project -specific determination. mmom, You must submit a copy of the CRITICAL AREAS CHECKLISTand DETERMINATION WITH ALL _01111111111 PERMIT APPLICA TIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: cc: Rob Michel Note Attachments: 12 Pages * Architectural Design Board C:ReceptionUana\CRLTR.doc Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you. Diane Cunningham Planning Secretary 0 Incorporoled August 11, 1890 e Water Service Drawing The City of Edmonds EASEMENT NO . ............................................ NEW CONS'fRUCTION REPAIRS [I LID NO . .................. . ASMT. NO . .................. OWNER -KICIASL .... C0.N.5T..RQ�-QkJ .................. CONTRACTOR ... RQ15 .... t.A.VCAALL ........................................ PERMIT NO.9.805016f.- �:j. JOB ADDRESS AN��.\Vq. LEGAL DESCRIPTION: LOT,.NO . ...................................... BLOCK NO . ................................... ................................................................................................................................................................... A 0 4.5'OF 11cappeA f--" 4-5' 'OF '"c'* P P" ro 13'1 NOTICE: NO WARRAHTV OF ACCURAM-4be-_infornution shown an 00 attached map was corrolW for use by the City of Tftoni" employpw and consultants. The City of Edmonds does not warrant the aaxii*- at anything set forth on the map. Any person or entity requesting a copy should conduct an independent Inquiry regarding the information shown on the map, including, but not limited to, the location of any sewer stub shown, Such sewer stubs may or may not exist and may or may not exist at the location shown. Neither the City of Edmonds nor its employees or officen; shall be liable for the information given on Ws map, not for any oral said map- NAMEOF ADDITION .'.: .................................................................................. i'S 12 2 84'r"AW L. W. . /-f ., 1*70 V/4 "' P. F- #j/-rr<AWr.L wipra 231 23' les i UAS$ :$PL.1C& laRmt Approve&-*l JB 13 2 !a/%% 199 PAPMAAL. i9t22 94,ri4 ";;� DATE............................................ By ...... ........ ... a ......... ----------- C. Chy i 'of Vdmonds RIGHT-OF-WAY CONSTRUCTION PERMIT Permit Nmnbem Wue Date: 18132 84 AV W (0#107005819) A. Address or Vicinity of Construction: Install a 2' WE Plastic Pipe in 84th Ave W C-- lyfx_ 0 %.� 01`� tie into existing main at 4051N cm 184th St -SW & 21E Pavement. ext 460-N & offset 221'W W serve yEarget. Contractor: PUGET SOCM ENERGY Contact: DOUG USMLO Mailing Address: im 75th ST SW Everett, 9Me: (425) 356-752D State License #: Liability Insurance: Bond: $ U.- Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. E3 Commercial Subdivision E] City Project g) Utility (PUD, GTE, WNG, CABLE, WATER) Multi -Family E] Single Family n Other IN SPECTOR: INSPECTOR: F. Pavement or Concrete Cut: [3 Yes []No G. Size of Cut: —Z X H., Chargq�,$ APPLICANT TO READ AND I Ni INDEMNITY: Applic'ant understands and by his signaturt-tothis application to:hold the City of Edmonds harmlessfrom injuries, damages, or claims ofqny kind or description: whatsoever, foreseen or unforeseen, that may be made. against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs and attorneyfees by reason of granting this permit. THE CON�RA CTOR IS RESPONSIBLE FOR WORKMA NSHIP AND MA TERIA LS FOR A PERIOD OF ONE YEA R FOLIO WING THE FINA L INSPEC- TION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREETPATCHIS COMPLETED. BY CITY FORCES, ;IT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE A PPLICA 1VT Two sets of construction drawings of proposed work required with permit application. A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Enginzer. All street cut trench work shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. I have read the above statements and understand the permit requirements and the pink copy of the permit will be available on site at all timesf pr inspection purposes. Signature: KAI' Date: 12/21/98 (Contractor CALL DIAL -A -DIG PRIOR TO BEGINNING WORK FOR CITY USE ONLY 5'). 00 APPROVED BY: ?N�_J RIGHT OF WAY FEE: TIME AUTHORIZED: VOID AFTER DAYS DISRUPTION FEE/FUND I 11: SPECIAL CONDITIONS: NA RESTORATION FEE: 'A T OTAL FEE: ro C) RECEIPT NO.: ISSUED BY: NO WORK SHALL BEGIN PRIOR ISSUANCE Eng. Div 1997 FIELD INSPECTION NOTES Comments: Diagram CONTRACTOR CALLED FOR INSPECTION Partial Work Inspection by P.W.: Work Disapproved By: FINAL APPROVAL BY: (Fund 111 - Route copy to Street Dept.) El YES Date: Date: El NO (A� = - JSE PERMIT CITY OF EDMONDS ZONE NUMBER CONSTRUCTION PERMIT APPLICATION jos �UITE/APT # ADDRESS S* JOW�ER NAMEINAME OF BUSINESS Z_ 7-'A Lc M 0 ADDRESS U cc 4 CITY NAME ZIP I TELEPHONE NUMBER CITY ZIP I TELEPHONE NUMBER STATE LICENSE NUMBER EXPIRATION DATE Legal Description of Property - include all easements LEGA DESCR PTION CHECKI SUBDIVISION NO. LID NO: Z, PUBLIC RIGH7PF WAY PER OFFICIAL STREET MAP. EXISTING MIA REQUIRED DEDICATION- TESCP Approved 13 RW Permit Req.ired /,/ CI Street Use Permit Req'df/,F3 1 Inspection Required to- y PROPOSED Sidewalk Required 0 0 ME�TR LIN SIZE, NO. OF FIXTURES U R PRV REO 11 ED 171ZE, , , 4 Vol I P7� / I YES NO 0 Property Tax Account Parcel No. NEW RESIDENTIAI_i�V` io E] , 01JANdWOR DADDITION COMMERCIAL: HAWGE OF USE REMODEL APT BLDG. El SIGN FENCE REPAIR CYDS. El ( x _FT) WOODSTOVE SWIM POOL DEMOLISH INSERT HOT TLIB/SPA GARAGE RETAINING WALL/ CARPORT ROCKERY RENEWAL �TYPE OF USE, 13USINESS ORIACTIVITY) EXPLAIN: ,!! I_ -, - -, _/71�)r_1I0`J7/ .. - 642 NUMBER NUMBER OF CR'TICA OF DWELLING AREAS STt_ UNITS IN DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN) 9 cc �FMAHKS — - - - - — - Q/1' I C1 AJ r_ 0 Al 7—A 0 :3 1ENGINEERING MEMO DATED REVIEWED BY 01 VVAF3i6NCE OW ADB # SHORELINE # —` j SEA REVIEW SIGN AREA HEI HT COMPLETE I EXEMPT ALLOWED I PROPOSED ALLOWED PROPOSED `*X EXP LOT COVERAGE REQUIRED SETBACKS (Fr.) PROPOSED SETBACKS (P ALLOWED � PROPOSED FRONT SIDE REAR FRONT UR SIDE REAF 1-7A /,0,, 10 1,,'J'tt0 �2 '10 -70 T CHECKED BY TYPE OF C CTION CODE OCCUPANT I Mu 14 E �22 0 6C60ANT SPECIAL INSPECTOR 0 REQUIRED 'IdYES LOAD 'REMARKS PROGRESS INSPECTIONS PER UBC 108 Z Min FINAL INSPECTION REOUIRED PLAN CHECK FEE VALUATION FEE /0 BUILDING PLUMBING HEAT SOURCE: C11 6;0. ----> GLAZING / P) 0/0 Plan Check No. /S? MECHANICAL This Perm, it covers work to be done on private property ONLY. Any construction on the public domain (curbs, sidewpiks, driveways, marquees, etc.) will require separate permission. — GRADINGIFILL STATE SURCHARGE Permit Applica . tion: 180 Days Permit Limit: I Year - Provided Work Is Started Within 180 Days STORM DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and successors in interest, agrees to indemnify, defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all. claims for damages of whatever nature, arising directly or indirectly from the Issuance of this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirement of any city ordinance nor limit in any way the City's ability to enforce any ordinance provision." ENG. INSPECTION FEE PLAN CHECK DEPOSIT TOTAL AMOUNT DUE I hereby acknowledge that I nave read this app, cation; % at , e 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 THE signed by the Building Official or his/her ed thereby, no person will be employed in violation of the Labor ONLY WORK NOTED Deputy; and fees are paid, and receipt is Code of the State of Washington relating to Workmen's Compensa. acknowledged in space provided. tion Ln'§Wance aria RCW 18.2-7. INSPECTION SIGN TU E toV��NER OR AGENT ATE SIGNED DEPARTMENT FFICI SIG RE PATE' f CITY OF 5 9,0. tu EDMONDS CALL FOR RELE� E B Xf' 0 A ATTEMION INSPECTION jV 7 IT IS U�L-AoVFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR 771-0220 1 OR16ML — File YELLOW — inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED, UBC -- 1, SECTION 109 A C - kI /,I PINK — Owner GOLD — Assessor of rp if A 1 9' S Q Z mrn END MAIN 208'W & 9'S q,7\ ol F A /-10 V, Q q Amn 866' N CM & 2' E. PAVING 31 PUP EoD 'o cm UPE IP MAIN 2'E. PAVING _4 00 4. TIE-IN 405' N CM & 21 E. PAVING cl) 0' . . ........... . c M s T. S. w NOTES* 0 IZ 1�' 1)1(,� I BOO 4 �:)/l -5555 ].C'Akl� *2 DAYS - yoll NOTES: THE CITY OF EDMONDS joll,:1.1) LOCATI� AL], HTI 1,111, 1 ll:sl(-" A 1,1 , . I _'J 111"JOR'll, 1 55 5 5 D i c; I N G 2) S U p, V jo, y I S N OT R r� U I rz 1-,,, 1) '11) �WNTAIN A MINIMUM 011, 5 0 fZ I Z 0 NTA 1, AND 3, v1-:101CAL CIXARANCF: 1,1-ZOM AIJ, (,,,,,,y (j,j,jj,j-j'jNS AND Al'I'Llp'lli1NANCES 4). CUTS [N I-)AVING smWN AS 01 5). NO CIJT-�) IN pAVING ANTICH)AT11,f)- 25-356 75'1_20 AGI'�p I)oLj(,, USITALO 4:2 M A N 3. DESCRIPT ION DATE BY APP'D AS —BUILT INFORWTIDII FI"ER OR C-OUMR coonolm"R DATE COMPLETED ca"UTED TE I IgSIALLAIWAITIREUM TyPE OF TEST 141ESM DATE ON TjW ON MAIN SIZE MAUXIAL MAL FWT&GE �ATE OFF I lit OFF TYPE OF PIPE PIPE WAWAXTLW pw iG .068 �i NAU SEC w 9-7 04 < y Ir7f] FH A, I I SEC a ED ---------- PROPOSED mAIN FOOTAGE DESIGN PRESSME I;, m —sin 1;101AL TOTAL FWTkGE SVSHM MADP _ I �11_Mli 7. 1 -T) I i -v t4AIN F'Xll,�NSJMI TO, 2 11 �i p Ll I SII:IZV 1'!,�: Ili 1322 [34 All,'. W. S. 0' e ( ) 0 Am ('R'A 07oO58 I GRADING CUT AREA: 5074.09 ft2 @ AVERAGE OF 2.5 F FT PEPTH = 12,655.22 C OR 469 CU YARP6 *00"'--o' I .. FILTER FENCE .lee EX15TING CONTOUR5 e-oo-�� PROP05EP CONTOUR5 CHAIN LINK FENCE LEGEND TEMP. ER0510N CONTROL FADRIC FENCE "I 89-80 90 1-1 90. GRAPE CUT A I,, E LOT AREA:17,952 SO FT HOUSE & GARAGE AREA: 3020 SO FT LONG DRIVEWAY AREA : 2706 SO FT TOTAL IMPERVIOUS AREA: 5726 SO FT SEE LOVELL-SAUERLAND & ASSOCIATES, INC. REPORT ATTACHED. (2) 24" TRENCHE5, EACH TRENCH 47 FEET IN LENGTH 2" CONDUIT FOP, POWER CA13LE 1" POLY WATERLINE :77=�� ... . ... -.. ........................... 99.10 0 �15 ACCESS AND UTILITY EASEMENT 99.25 6 Q FT AP5 13A51N #2 99. 2 100 AP5 V. DATUM POINT (STEEL PIN) +100 (334.73' REID MID.) .1 o o'\ \ PROPOSED LOT 3 HOUSE DENNIS AND CARLA O'LEARY NE T ol �NO 5 F I I & SEWER 1 1. FLAG TOP OF 5LOPE IDENTIFIED DY THE EASMT OCT013ER 1997 TOPOGRAPHIC 5UKVEY PERFORMED DY CHADWICK & WINTEK5 PRIOR TO ANY CON5TRUCTION ACTIVITY. 4�'25034 FVc 2Q SQ 90\ 5FT ACTIVITY EA5EMENT IN5TALL TEMP. CHAIN LINKI 9bO SQ F FENCE E30UTH OF GARAGE RE -PLANT WITH 1 GALLON 85--*% 1 5ALAL 241, O.C. of Dan so., an! Z1051 10 FT SET BACK LINE /I -loo/ 75 -95 1 90 70%- 1 mi" rc 78.81 EXISTMGMIAGE TOPOMIN SEWER EASMT\ FA C(P ATTACH TO / EX15TING 5TUI3 12,41,9.23 50 Fr 864.00 ft' GAR. FUTURE HOUSE 1872-00 ft I I 10 FT SET BACK LINE V=20' UTILITY POLE END OF F.H. mr)AnIAJ �D (s) 55 I L0 c\l APPROVED 5CALE- 1" = 20'-0" ct u 0 0 U 2 u mo 0 0 < < 00 Z 0 cz z a ul LLI u Z. L11 z U LL 5/15/95 REVI5ION5-- MAY 2 8 1998 0'-""TFN-zE!T,'Q-" -q-,- r ILE GENERAL NOT55 1. All work and materiale shall be In accordance with City of Edmonds 5tandardr, and 5pccificatlono, and Warohinoton5tate Department of Transportation 1991 5tariclard 5pacificatione, for road, bridge and municipal construction. 2. Temporary croolonlredimentation control measurer, ehall be implemented prior to any grading or extenelve land clearing. These facilitler, shall be satisfactorily maintained until construction. Is completed and -the, potential for erosion Is minimal. 3. All pipe ohall be placed on stable earth, orif in the. opinion of the City Engineer, the cxlr,,�tln,� foundation Is unoatlefactor)6 then the unsuitable. material shall be excavated and the void backfilled with a free dralnino granular material, free of debris and clay. STORM SYSTEM 4. All oratee (Inletand catch basin) shall be depressed 0.1 foot below pavement grade. All catch baroine to betype I unleae, otherwise noted. The, contractor shall be reoponelble for adjusting all manhole, Inlet, and catch basin frames and grates to grade just prior to pouring of curi;o and paving. All catch basins with a 1 1. 11 �' '- - 11 CE3 All rtru urer, located outside of the- Ov 12" MIN. 4" - b" QUAKKY 5FAL5 depth over 5 Tret to Pie I low Ine a r 1 ---f-wa shall have locking lids. � PKOVIPE FULL WIPTH OF INGRE551 EGRE55 AKEA , 'J J Catch basin frame and orate shall be Olympic Foundry part No. E5M 50G, Herringbone pattern; part; No. 5M 52, thru-curb inlet; pan No. Sm 44, rolled curb type; or other approved equal; or as otherwise called for on the plans. 5. 5tormwator ratentlion/detantion facilities) must be constructed and maintained In accordance with City of Edmonds requirements. 6. All road fille shall be compacted to a minimum of 95% of maximum denolty when tested using the modified Proctoruet. Compaction shall be accompilohed in accordance With Section 2-05.3(14)C, Method 13 or C. 7. If cut, and fill eloperp exceed a maximum of one foot horizontal to two feet vertical, a rock or concrete retain1no wall will be required. 6. Approximate locations of existing utilities have been obtained from available recordo and are shown for convenience. The contractor shall be responsible for verifying the location of all existing utillver, whether shown or not. The contractor shall call the. Utility Locator Service, 1-800-424-5555, two working dayr, prior to any construction. 9. The. contractor shall take, all necessary precautlone for the, eafety of employees on the project and shall comply with all applicable provisions, of Federal, State, and Municipal safety laws and building codes. He, shall erect and pr-operly maintain, at all times, as required by the wriditione, and progeori of -the wot*, aft twerieafy oofequorde for protection of workm * en and the public; shall post danger signs warning against known or unuruql hazards; and he shall designate a responsible member of hie organization on the construction site whose duty shall be the prevention of accidents. 10. The contractor shall be responsible for maintaining and repairing asphalt and gravel surfaces disturbed as a result of this construction until they are. accepted by the Public Works Department of the city. TEMPORARY EROSION/SEDIMENTATION CONTROL NOTES 1. Maintain natural vegetation for elit control where, poeoll;le. 2. Temporary erosion sedimentation control facilities shall be constructed by placing siltation control filters around owalee, (natural or manmade) and shall be maintained In a eatiefAcwry condition until such tinle that land clealino ancilor construction of permanent drainage facilities are completed and operational. Facilitlee shall then be removed and the elte restored to the origiral or final design condition. 3. Ar, construction progresses and expected seasonal condItIona dictate, more siltation control facilities may be, required to Ineure complete siltation control of thir, property. Therefore,, during the course of construction, it shall be the, obligation of the contractor to add reer, any new conditions thal may be created by his activities and to provide additional facilities, as may be needed. E5C Minimum Requirement - 5tabllzatlon Of Exposed Areas. All eolle exposed by land dieturbIne activities shall be staliblized by suitable application of E3MF'e, including, but not limited to, rood hydroaceding, or other vegetation, plaeltic covering, or mulching. All DMPr,. shall be selected, designed and maintained In accordance with the Manual. The, exposed oolle shall be stabilized according to an approved timetalbe, (Typically, no rolls shall remain exposed for more than -two (2) days from October 1 through April 30 and no more than seven (7) days from May 1 through September 30) 0, 0,1 . . . . . . . . . . . . . . . . Os S -"SS TEMPORARY, ROAD ENTRANCE DETAIL, CON5TRUCTION 6EQUENCE 1. FLAG TOP OF 5LOFE IPENTIFIEP bY THE OCT013EK 1997 TOPOOKAPHIC 5UKVEY FEKFOKMEL) 5Y CHAPWICK & WINTEK5 PKIOK TO ANY CON5TKUCTION ACTIVITY. 2. TEMPOKAKY EK05ION CONTKOL IN5TALLEP 5, IN5TALL TEMPORAKY CHAIN LINK FENCE 9 ACTIVITY EA51VIENT 4. TEMPOKAKY KOAI)/APPKOACH 5. - EXCAVATI ON 6. PRAINAGE5Y5TEM & 5ANITAKY!5EWEK IN5TALLEL) 7. FOUNPATION 6. PKIVEWAY 2XZ DF OR 13ETTEK FILTER FA13RIC Z. - 4.. TOP OF SWALE QUARRY 5PALL ROCK CHECK DAM SECTION NO SCALE FILTER FA13KI� 2X2 OF 111�-!Yl OR 13ETTER 7/8" WASHED GRAVEL \ 3 ro " 12" 13URY FILTER FA13KIC E3-u K—YI30TTOM OF FILTER IN GKAYEL-LINEI) TRENCH FA13KIC IN TKENCH FILTER FENCE PETAIL NO SCALE CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 CONNECT ALL DOWNSPOUTS TO DENTENTION SYSTEM I KING COUNTYs WASHING -TON, SURPACH WATER DESIGN MANUAL ADS BASIN #1,, ADS BASIN #2 RIM: 99.40 RIM: U9.00 ...... IE:* 97.52 ........ IE: '97,52: ................ :".: .... * .... ** : .... **,: .......... ......... ........... ..... :''*.**''*.* ..... *.**.*..** .... . ... ... ................. I 1.4 ......... $5.1 ... I ........... 8. . . .. .. . . .. . . .. ... ...... .......................... ........................... ................. ....... ................ 100'. 98 ..... . . . . . . ..... 1±=Z=� ............ ....... L....................... 96- . . . . . . . . . . 46 -LN FT -OF 4" PVG . . . . . . . . . . . . . . . . . . . . . '46 . . . . . . . . . . . . . . . . . . LN Fr OF 4" PVC PERF. . . . . . PERF.-@-.00% 94 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . :* .... .......................................... 92 - - : . . . . . . . . . . .. .. .. . . .. .. . . . . . . . . . . . . . . ......... ......... ....... ................. 90 . . . . . . . . . . . . : . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 88 . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... .. ........ ........ .............. .......................... 86 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........ .................. ........... ......... . ....................... 84 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......... ................. .............. .......... ........... ....... 1 1 Of- 0" HRIZ SYSTEM PROFILE, 1 If 1 Of- 0" VERT FIGURE 4.S.1A ROOF DOWNSPOUT INFILTRATION SYSTM8 �00i' am A1A&tNtAn#4rm- ?W�At rVA I � 94VI popc;cr waW ze Nc- 4.5.1-3 &&Aoo IM A"'PPROVED ct 0 M 0 Q d) < Z c) UN LU U Z LIJ 01 UJ LLI (Z) Z DZ LL 5/15/ A, REV151ON5,., h fn /Cll owvot " -� �, I �-v MAY 2 8 S i- EET RLE GR A I) ING CUT AREA: 5074.09 ft @ AVERAGE OF 2.5 F PEPTH = 12,665-22 C FT OR 4659 CU YARP5 FILTEK FENCE EX15TING CONTOUR5 F'KOP05EL) CONTOUK5 CHAIN LINK FENCE LEGEND LOT AREA:17,952 SQ FT HOUSE & GARAGE AREA: 3020 SO FT LONG DRIVEWAY AREA : 2706 SQ FT TOTAL IMPERVIOUS AREA: 5726 SO IFT SEE LOVELL-SAUERLAND & ASSOCIATES$ INC. REPORT ATTACHED. 2" CONDUIT FOK POWEK CADLE E (2) 24" TRENCHE5, 1" POLY WATEKLIN EACH TRENCH 47 FEET IN LENGTH 99.1 ACCESS AND UTILITY EASEMENT 99.25 6 Q FT A05 13A51N #2 99. 2 78.81 100 A I) .34 E=M GAPAGE TO REWIN \ vl� TEMP. ER0510N CONTROL % FADRIG FENCE 100 M STEEL PIN) +100 (334.73' REID MID.) DATUM POINT --ioo\ 99. PRCPOSED LOT 3 HOUSE 95 DENNIS AND CARLA O'LEARY 89.80 90 1 Ee 1, FLAG TOP OF 5LOPE IDENTIFIED 13Y THE OCTODEK 1997 TOPOOKAPHIC 5URVEY PEKFORIVIEP 13Y CHADWICK & WINTER5 pKiOK TO ANY CON5TKUCTION ACTIVITY. 90, me 75 70 65 SEWER 105 EASW NNE T GRAPE CUT WN5 5 --- --------- ARE SEWER ATTACH TO/ 53,50 :1 EASM`l_\ EX15TING 5TUD 4P 3034 f2vc 20 SQ 12,419.23 50 FT 5FT ACTIVITY EA5EMENT I IN5TALL TEMP. CHAIN LINKI gbo SQ F I FENCE 5OUTH OF GARAGFJ 864.00 ft RE -PLANT WITH 1 GALLON GAR. I 5ALAL 241, O.C. T-p of D-nk z1051 FUTURE —1001 10 FT SET BACK LINE HOUSE /A, 95 2 1 90 1872.00 ft I I 85 o2 1 80 1 1 LINE io FT SET BACK LINE UTILITY POLE END OF F.H. mr)AnkA 55 T Rf r! 2 ok) E2 5CALE: 1" = 20'-0" ul W 4 u o W4 UU2 U boQz \F64 u �2 u 9 EE 0 C\l Q < X z 0 clrj z o a AAA A A N u z(D N 0 Z W_ oa z u w 0 c\l N 0 u 00 MAY 2 8 21TY cop 'y 2XZ OF 65NF-RAL NOTES 41-0 OR 13ETTER ehall be In Accordance with City of Edmondc, 5tandardo FILT K FA13KIC i. All work and materialr . Department. of Trameportatlon 1991 Standard W. and Specificatione, and Wriehington State 6pecificatione for road, bridge and municipal conetructlon. /V 1 70 '700, TOP OF SWALE UAKKY 5PALL�\ ,urce ohall be implemented prior to any oradine e OP 4ov . . . . . . . . . .ar fo� I i�� . . . . . . 2. Temporary croolonleedIm6ntation control me . . . . or ancnelve land clearing. There facilitlerp ehall be eatlofactorily maintained until cOnetruction . . . . . . . 0� le completed and the potential for eroolon Is minimal. at, the exleting 41S ROCK CHECK 0 W-59LI10- ,A on rotable earth, or If in the opinion of the City Emolne S 3. All pipe ehall be place hall be excavated and the. vol NO SCALE foundation le uneatlefactory, then the, unr 2X2 PF sultable material r backfilled with a free, draining granular material, free of debrio and clay. FILTER FA13K OR BETTER P,=25' MIN. STORM SYSTEM "IIZ— E P 'All I�J 2" - 4" LIAR _y 5PALL5 ED ,in) rahall be depreeroed 0.1 foot below pavement grade. 71b" WASH� 01 36. 4. All oratee (inlet, and catch bar 12" MIN. GRAVEL ,Inr, to be, type I unleea otherwloe noted. S. All catch bar Inlet, and cat;ch baoin framer, 4" 8" QUAPPY 5PAL5 , reeponeible for adjuotime all manhole, The contractor ehall be , and paving All catch bairimr, with a -41— and oratea to oradejuat prior to pouring of curbr , 11 CI3. All etrulturer, located outoide of the ,at to the flowline, ehall be a Type OF INGPE55/ F-6FE55 APEA 2117 depth over 5 fe FKOVIPE FULL WIPTH DUKY FILTER (ADRIC i3URY DOTTOM OF FILTER rloht-of-way ahall have lockino Ilde, IN GRAVEL-LINEP TRENCH FA13RIC IN TRENCH Catch . baoin frame and orate ehall be Olympic Foundry part; No. 5M 50G, Herringbone pattern: part No. 5M 52, thru-curl� Inlet, part No. 5m 44, rolled curb -type; or other TEMPORARY -FIL AIL N05CALE approved equal; orae otherwlea called for on the plame. m . ROAD ENT2ANCE DETAIL. 5. 5tormwater retention/datention facilitier, muet be conetruct-ad a a maintained In accordance with City of Edmonde, requiremente. ro. All road fille ehall be compacted to a minimum of 95% of maximum denoity when teoted ohall be accomphohed in accordance with QUENC;E uolno the modified Proctor teet. Compaction r Go Section 2-03.3(14)C, M hoa 5 or G. 7, if cut and fill elopee exceed a maximum of One foot horizontal to two feet vertical, a rock or concrete retaining wall Will be required- 6. Approximate 10catiOnO Of axletlnO ut'lltler, have been obtained from available recorde and are ohown for convenience, The contractor shall be reeponeible for verifying the, location of all exletime utilltierp whether ehown or not. The contractor ahall call the Utility Locator Service, 1-800-424-5555, two working daye prior to any conetruction, 9. The, contractor ahall take all necceeary precautione for the, rafety of employees, on the ral, State, and MunIcIpal eafetY project and rohall comply with all applicable provIelone, of Fade lawe and building codee, He ohall cract and properly maintain, at all timco, ae required by the cotiditione and proqpe6c, d the work, Mtieeegg;gry ogfequardo for proUctloh of workmen and the public, ehall port danger elens warning a6ainet, known or unuoual hazarele-, and he ohall deelonste a reeponelbla member of NO organization on the, conetructlon elte whore duty ehall be the prevention of acciclente. 10. The contractor ahall be, reeponalble for maintaining and repairli me a ephalt and gravel eurfacce, diaturbed as a reoult; of thlro conatructlon until they are accept -ad by the Public Worke Department of the. city. T�MIIORARY EROSION/SEVIMENTATION CONTROL NOTES ;tt, 1.�'WajmtAp nAural veoctatlon for elit control where porselb1c. dimentation control facilitiee ehall be conetructed by placing olltatlOn 't. Temporary 4roolon ee control filtem around awalery (natural or manmade) and ehall be maintained in a eatiefactorY of permanent Jrainaoa facilitier, that I�Imei nnd/or comet r_uctl-om - - conclition until ouch.time . - h —'I- -reetored to the original are completed and operational, Facilitlee ehall then be removed and t a a ta or final daelon condition. 3. Ar, construction prooreeocr, amd expected reaeonal conditione, dictate, more, 911tation control facilitleo may be required to ineure complete rotation control of thic, property. Therefore, during the courcle of conetruction, It ohall be the oblioatlon of the, contractor to addreoe any new condItIone that may be, created by hia activitice. and to provide additional facilitle", a" may be' needed- E!3C Minimum Requirement - Stablization of Expoead Areae. All eolle expoclad by land dieturblno by r ding, b 11 itedl to ;,Od activitiee) ehall be otaliblized ultable application of BMPe, Inclu ut not rn , r hydroecedine, or other vegetation, plaritic covering, or mulching. All 13MPro rohill be, eelecteJ, deeigned and maintained In accordance, with the, Manual. The expore-d eolle. ehall be, stablilzra according to an approved timetalbe. (Typically, no oolle ehall remain expoo6d for more than two (2) dayr, from October 1 through April 50 and no more -than raven (7) dayo from May 1 through September 30) . FLAG TOP OF 5LOF'E IPENTIFIEP bY THE OCTObEK 1997 TOPOGKAF'HIC!5UKVEY FEKFOKMEL) 13Y CHAPWICK & WINTEK5 PKIOK TO ANY CON5TKUCTION ACTIVITY. , TEMFOKAKY EK05ION CONTKOL IN!5TALLEI) 5. IN5TALL TEMPOKAKY CHAIN LINK FENCE 0 ACTIVITY EA!5MENT �. TEMFOKAKY KOA[)IAF'PKOACH 5. EXCAVATION 3. PKAINAGE 5YE3TEM & 5ANITAKY 5EWEK IN5TALLEP 7, FOUNL)ATION 5. [)KIVEWAY CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 CONNECT ALL DOWNSPOUTS TO DENTENTION SYSTEM KING COUNTYO WASHINGTON. SURPACH WATER DESIGN MANUAL VXGURjlt 4S.1A ROOF DOWNSFOUr INFILTRATION S ADS BASIN #2 ADS BASIN #1\ Rim: H9.00 RIM: 99.40 . . . . . . . . . . . . IE:' 97.52 ................. .. . ..... .. ................ ..................... ......... ........ :IE: '97952 . . . . . . . . . . . . . . . . ... ........... ........ .......... ....... ..... ... ......................... ................ 102 9 . . . . . . . . . . . . . .. . . . . . . . . . . . . . . 100 ........ . . . . . . . . . 98' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PVG PERF... &.0% EF;F..@"O?/o . . . . . . . . . . . . . . . . . . . 46 LN FT OF 4" PVC P . . . . . . . . . . . . ...................... .............. 94 . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . ...................... ........... : ........ ............. 92 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... ................. ....... .............. .... ... ....... .......... ..... ........... .......... ....... so. . . . . . . . : '. '. '. ...................... .... ........ .... .................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... ..... .............................. ....................... ... ..... ... ... ................. .... 86 . . . . . . . . . . . . . . . . . . . : .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ....................... :* ..................... ... ... .......... ........ ............ .... ........... 84' . . . . . . . . . . . . . . . . . . ...... .............. ... ........................ ........................ ......... ..... ...... ...... ........... ................. ...................... ........... ...................... 1 10'- 0" HRIZ SYST.EM. PROFILE III= 10, -0" VERT 4 0� 04P R-$Nt'A vi%5-vi). -azr-W4 1t._-;5W - V -::sue�14vey 4.5.1-3 VA RE 01 r--4 0 0 < 00 Z# 0 d) Z CZ , LU U Z(D C14 0 ol Z ir. 0 Z OW 0 U W 1,40 C14 ol 0 C\I N 0 UOD U1 U Z Ul U1 Ill Z ZZ U. 5/15/95 REV1510N5-- 4 'Pal -BVIE, "10 MAY 2 8 -1998