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9207 OLYMPIC VIEW DR.PDFiiiiiiiiiiiiii 12668 9207 OLYMPIC VIEW DR ��ev/Ov�s�y ADDRESS: �a47 �l��'�' Q1 L Vice/(/ bi'/I ✓� TAX ACCOUNT/PARCEL NUMBER: / 3 a 7 0 / D I I 0 0 BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) CRITICAL AREAS: �(� d % OQl DETERMINATION: ❑ Conditional Waiver Xtudy Required ❑ Waiver DISCRETIONARY PERMIT #'S: vmmmwm�� DRAINAGE PLAN DA PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): I akgl' PLANNING DATA CHECKLIST DA' SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #:�p� SHORT PLAT FILE: .P` LOT: BLOCK: SIDE SEWER AS BUILT DATED: 1 A67O SIDE SEWER PERMIT(S) #: 3c� 3 / 7 Tog GEOTECH REPORT DATED:_ c2 I qb STREET USE / ENCROACHMENT PERMIT WATER METER TAP CARD DATED: 02600 —OJ&q LATEMP\DSTsTomis\Street File Checklist.doc ` C;Pr CAE NO. Atical Areas Checklist ---------------- Site Information (soils/topography------------- /hy--------------------------------- drology/vegetation) 1. Site Address/Location: ! 3a 7 - 031 - 011 - 00 2. Property Tax Account Number: i OL-4 m ; c 3. Approximate Site Size (acres or square feet): 1.;2O0 4. Is this site currently developed? -�—< yes; no. If yes; how is site developed? [ ,,! s. 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 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): 6. Site contains areas of year-round standing water: PO ; Approx. Depth: 7. Site contains areas of seasonal standing water: ni ; Approx. Depth: What season(s) of the year? 8. Site is in the floodway NO floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? A/0 Flows are seasonal? hJ0 (What time of year? ). 10. Site is primarily: forested meadow : shrubs : mixed urban landscaped (lawn,shrubs etc)- 11. Obvious wetland is present on site: ➢�iC' City of Amonds Development Services Department Planning Division Phone: 425.771.0220 Fax: 425.771.0221 DATED RECCNED: —3--0/ CITY RECEIPT #: G Critical Areas File #: Critical Areas Checklist Fee:_ $45.00 DATE MAILED TO APPLICANT: 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/or representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. I have completed the attached CRITICAL AREAS CHECKLIST and attest that the answers provided are factual to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: r�\w� Name 5 7i S /L 8 �� �► Street Address U IC,+e0 WA City State. Zip Telephone: r, n /7 Signature Date: c:mydocamentdspetlmadfbmWCACL Formdoc s:sham&mplana/fcrmsCACL Form.doc Applicant Representative: Name Street Address City State Zip Telephone: Signature Date: City of Edmonds Critical Areas Determination Applicant: Charles Saul. Determination #: CA-01-001 Project Name: Permit Number: Site Location: 9207 Olympic View Dr. Property Tax Acct #: 1327 031 011 0000 Project Description: Non -Project Specific Determination: Study Required: During review and inspection of the subject site, it was found that the site appears to contain and/or is adjacent to a number of critical areas, including a Steep Slope Hazard Area, Landslide Hazard Area, Erosion Hazard Area and a Wetland/Stream pursuant to Chapter 20.15B of the Edmonds Community Development Code (ECDC). Based on these findings, prior to submission of any development permit, you will be required satisfy the requirements of ECDC 20.15B by completing the following: Steep Slope Hazard Area Delineation Requirements: To determine if a Steep Slope Hazard Area does exist, a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope Hazard Areas must be completed. Any slope of 40% or more with at least 20 feet of rise will be classified as a Steep Slope Hazard Area. A 50- foot buffer is required from both the top and toe of the slope. A 15-foot building setback is required from the 50-foot buffer. For development of any kind which is proposed within the critical area, 50-foot buffer or 15-foot buffer setback, it must be shown that the development will not adversely impact the Critical Area or its buffer, by doing one or possibly both of the following depending on the outcome of the study: 1. For development proposals which will occur within the 50-foot buffer, but no closer than 10 feet from the top or toe of the slope, the 50-foot buffer requirement may be reduced to 10 feet if a study is completed by a licensed geologist or geotechnical engineer which clearly demonstrates that the proposed buffer alteration will have no adverse impact upon the site, the public or any private parry. All Critical Area Studies, except those done by a licensed geotechnical engineer, must be completed under a three party contract where the City hires the professional required, and the applicant pays for the study (pursuant to ECDC Section 20.15B.140). 1 2. If development must occur within the critical area, buffer, and/or buffer setback, and is not identified as an exception per ECDC Chapter 20.15B, a Reasonable Use Exception -and Variance must be obtained pursuant to ECDC 20.15B.170A and 20.15B.040C. Landslide Hazard Area All proposed development of the subject lot must meet the requirements of Chapter 19.05 (Building Permits - Earth Subsidence and Landslide) of the Edmonds Community Development Code. Note that building permits within the Meadowdale Landslide Hazard Area require more detailed information than is normally required, which is detailed in the Meadowdale Earth Subsidence Packet. Erosion Hazard Area The site is also in an area designated on the Critical Areas inventory as Slopes with Erosion Potential. All proposed development must have an erosion control plan approved by the City of Edmonds Engineering Department. Wetland/Stream A Critical Areas Study is required to determine the hydrology of the area and to delineate the approximate boundaries of any wetland or stream and identify its buffers. The required qualified critical areas consultant needed to perform the study shall be a specialist in botany, fisheries, wetland biology, and/or hydrology with'a minimum of two years' field experience with wetlands and/or streams in the Pacific Northwest. All critical areas studies shall be performed as three party agreements with the city selecting the consultant and the property owner or applicant paying the fees. The qualified critical areas consultant shall perform the following: 1. Classification of the stream and/or wetland pursuant to the criteria established in ECDC Section 20.15B.060(A)(4) and (5). 2. Delineate the edge of the stream and/or wetland on the site. 3. State any mitigating measures appropriate to preserving and protecting the stream and/or wetland. After the qualified critical areas consultant has delineated the stream and/or wetland boundary, a surveyor licensed by the State of Washington must perform the following: 1. Physically mark the edge of the wetland. 2. Delineate the required buffer (see ECDC 20.15B.120.A and 20.15B.130.C). 3.. Delineate the required building setback from the buffer (required setback is 15 feet). 4. Create a map showing the wetland, the buffer and the building setback. Both the qualified critical areas consultant and the Land Surveyor shall enter into a three party contract with the applicant and the City of Edmonds as required in ECDC 20.15B.140(D), where the applicant pays for the study. The applicant may suggest qualified professionals for the City's approval. 2 If the results of the Critical Areas Study determine that. the lot may not be developed, the applicant may apply for a Reasonable Use Exception and Variance pursuant to ECDC 20.15B.170A and 20.15B.040C). 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, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a project by project basis. Name Signature Date Q, LANDAU AASSOCIATES, B U I L O I N 6 IN.C. Environmental and Geotechnical Services FE 6 L ti 1996 February 22, 1996 City of Edmonds, Community Services Department 250 Fifth Avenue North Edmonds, WA 98020 Attn: Mr. Jim Walker, P.E., City Engineer RE: SUMMARY LETTER REPORT SLOPE FAILURE AT 9207 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON . Dear Mr. Walker: This letter presents the results of our observations and opinions regarding the slope failure at the subject site. This letter has been prepared based on our general knowledge of soil conditions in the area and as further described in the report by Nelson-Couverette and Associates, Inc. titled Geotechnical Evaluation Report for Vista Del Mar Subdivision, Edmonds, Washington, dated April 26, 1993, and our recent observations of the site SITE CONDITIONS The undersigned representatives of Landau Associates Inc. viewed conditions on February 16, 1996. We were accompanied by Jim Walker and Jeannine Graf from the City of Edmonds. The topography of the subject property consists of a steep slope that forms a bluff overlooking Puget Sound and an upland area of relatively gentle to moderate slopes. The predominant soil type in the area consists of dense, fine to medium sand with occasional gravelly and coarser sand layers. This soil is classified as advance glacial outwash and is referred to as Esperance Sand. The sand was overridden and compacted by the weight of thick glacial ice. A small single family residence is located on the upland portion and is set back from the edge of the slope by about 30 ft. It is our understanding that an 8-inch diameter sanitary sewer line servicing the houses along the bluff is typically located about 10 ft back from the top of the slope. The slide is located on the face of the bluff. In the area of the slide, the bluff has a relatively uniform steep slope and has a slight hollow shape. The top of the slide extends up 02/22/96 JA074\059\JWALKER.LE7 P.O. BOX 1029 • EDMONDS, WA 98020-9129 • (206) 778-0907 • FAX (206) 778-6409 SPOKANI*?: (509) 327-9737 • FAX (509) 327 9691 /TACOMA: (206) 926-2493• FAX (206) 926-2531 to, or very near, the crest of the slope. The material that slid appears to have been limited to a zone of less competent surface soil located on the bluff face. The depth of the material that slid appears to be typically on the order of one to two feet below the previously existing slope face. Except for the slide area, the ground surface is covered with dense, natural vegetation. The general nature and apparent age of the adjacent vegetation suggests that sliding has not occurred in this area in recent years. According to comments made by a local resident to a member of our firm, this portion of the bluff has apparently not experienced landsliding for at least the last 30 years. Clearing for a new residential subdivision is currently in progress on land located east and up slope from the subject site. A potential concern was raised that the activity on this adjacent site may have contributed to the slope failure by increasing or concentrating overland flow or subsurface seepage toward the slide area. However, no signs of overland flow (such as continuing seepage, mud or silt deposits, etc.) from the property onto the adjacent road surface was observed at the time of our visit. Sheet flow pattern across the pavement was identified, but it was observed that a small asphalt berm along the west edge of the road appears to direct the runoff into a landscaped area where the water appears to readily infiltrate into the ground. This infiltration point was located north of the slide area, a sufficient distance that is unlikely to contribute water to the slide area. CONCLUSIONS Based on our observations, the slide was most likely triggered by the combination of recent freezing temperatures followed by substantial rainfall. This weather pattern had the combined effect of weakening and loosening the surficial material while at the same time increasing its weight. Similar slope failures occurred through out the Puget Sound area as a result of the recent near -record rainfall. The failure was located within a zone of loosened surface soil. This type of slide failure can be attributed to natural erosion and weathering processes and is typical of the material and steep slopes found in the area. We did not observe any indication that surface runoff, either from the site itself or from the recently cleared land to the east, directly contributed to the failure. No signs of surface water erosion on the face of the slide scarp were evident. Similarly, signs of subsurface seepage within the upper slide zone were also not apparent. The underlying dense sand appears to be stable; signs of ongoing movement were not observed. However, an accelerated rate of surface erosion and sloughing in the slide area will continue until a vegetative cover is re-established. 02/22/96 J:\074\059\JWALKER.LET 2 LANDAU ASSOCIATES, INC. • 0 At this time, it does not appear that City of Edmonds' sewer line is impacted or threatened by the slide. Periodically, this area should be visually monitored until stabilizing vegetation is re-established so that progressive erosion does not continue to move back the face of the slope and threaten the sewer line. USE OF THIS REPORT Landau Associates, Inc. has prepared this letter report for the exclusive use of City of Edmonds for specific application to the recent surface slide located at 9207 Olympic View Drive. The conclusions contained in this letter are based, in part, upon our observations of the slide, our general knowledge of soil conditions in the area, and data from nearby explorations completed by others. There may be variations in subsurface conditions at the site beyond those described. The precise behavior of the bluff is difficult to accurately judge because it is dependent on a number of factors that are difficult to predict. Because the slopes forming the bluff along Puget Sound are only marginally stable, Landau Associates cannot provide assurance that additional sliding and/or instability will not occur in the area. Our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. We appreciate the opportunity to provide these services and look forward to assisting you in the future. Please contact us if you have any questions regarding the information contained in this letter. LANDAU ASSOCIATES, INC. By: Dennis R. Stettler, P.E. Principal and z�� �� 94-4 Timothy D. Huntting, P.E. . Project Engineer DRS/TDH/skd No. 74059.10 cc: Ms. Jeannine Graf, City of Edmonds, Building Official 02/22/96 JA074\059\JWALKER.LEC 3 LANDAU ASSOCIATES, INC. Y of E D M DS SISE SEINER PERIMIT Q c�wlinspecti.on Call 771-3202. STREET FILE PERMLT N0. QV0dress of Construction: ��-yd�P/ V,P(zl V� Property Legal Description (Include all easements): L= 3 , �A �ez)Pwo Owner and/or Builder: Contractor ,& License. No: V�� �Dhl--PS0 4'0�� Single Family Residence Multi - Family (No. of Units ) LYNNWOOD LfNE. Commercial (No.' of fixture Units ) Invasion into City Right -of -Way: No Yes (If Yes, Right -of -Way Construction Permit required. Call One=Call-Center.(1-800-424-5555) before any excavation.) Cross other Private Property: No Yes (If Yes,.easement required, attach legal description and county easement number.) ASE .READ THE ITM LISTED ON THE BACK i certi-y tnat i nave reaa ana sna with'the items listed on the back. OF IlleA&I 19-44117AI-V Permit Fee: 30 ..d(9 .=Issued By: Z6 Trunk Change:. .Date Issued: Assessment Fee: Receipt No.: Partial Inspection: Date Comments Date Initial Final Inspection Approved: Date Initial Rejected: Reason Date Initial ** PERMIT MUST BE POSTED ON JOB SITE**; Wh.ite Copy File Green Copy -''Inspector Buff Copy - Applicant - - --------------- L 4:- P o m 0 0- z M 0 z O 10 M w cn 1 I . I G I' CITY OF EDMONDS J CIVIC CENTER— WATER -SEWER, DEPARTMENT I Can PRospect 6-1107 when work IS SIDE SEWER PERMIT ready for Yv Sunday holidays.) insys.) .I [Ions Saturday, Snnday or holidays.) N 0 3643 I ; ADDRESS ..................•---•-- 91#5 Olympic View Drive I OWNER ........... George 'Y. Pocock ......................................................................... ------ •........................................ • --.----- CONTR,ACTOR___•••_Sdn............................................................... Safe Peribission is granted ..-.--..A . rl1 7 ................ .... P- with City Sewers in accordance with application onfile and r;.for •-• days to REPAIR or CONNECT a side sewer governing ordinances. ATTENTION IS CALLED TO THE FOLLOWING: NOTE No. 1—The owners of the property may obtain a be employed to construct side sewer in street area. Do not cover aD " - - Permit to construct sewer inside property line. A licensed Side Sewer Contractor moat rjF'-E No, 2—Obtain full information regarding Y Portion Of sewer before it has been inn }No. 3—Top of aide sewer moat have at ]east 30 Inchesnce ga lte�ations governing side sewers when No bends in you get permit. grade sharper than % will be permitted. g Property line and 12 Inches Inside NOTE No. 4-7ranches in street must be water settled and surface of street restored to originalProperty line; minimum failure due to improper work which May grade of 2 or NOTE No. 5—It is unlawful to alter or do an y develop within one year of completioncondition. Contractors shall be responsible tenances except to insert the pipe Intotherwye. is Ponaible for / n provided for in the permit, or to do an j Y work on the main sewer or Its appm•- k t� A. i - � (1 f�• o f r e ,O o r O $.D_D_O O-W> x yC)< u u n n m o T m x x ca o---�. �o;:»r W�-i o.-i xPmtotototo0 p,r�1cA r 0 ioa w x 3DOiu+vNx ar- ioocn� 0oo•40. ..- cappo ���oa� .0 xm .. D. 3 n u,�.m D aD���c .:aai�C �� �.. mop. u n co m to ==� vSr oo-„g 2r i9 m io O Cc 0 y < co u w M. O' — (A M Z M t 0) N (raj � W —io ^ to IR Im e go r-� I X X B O O O O O .► A 0 0= 3 a� -Oi 7 a as--,� — _.0 �f O O'. CD as m x 3 3 c a�m o 0) (1) CO)C ) 0 0 ~' p A C 'C O .. O O O W.n < 0 0 C W y O 3 '2 '� a acp CD C a 2 O3 dog-- pro < moo_, oA c Oz lap FL (fWA a. a) W IWN WC�fNW �AAVAw .cn 0 zzz CD CD 0 � M 0-0 cn»mecca �JJ eo eD C m 1 3 E 4 E 0z me cy a ^, o a� �a f %it rn 0_ fr 0 I. V f-- Y PRIVAT� RAD ��^A t A �.:.. M eo G) 4 m 0) 090 n� n O V. CD- G)_ 0 � .0 HOC o m & a 0.3 O � O .y O CO O N 0 81.15, I a i 1' N l 1 O � 4 g gr s r 3 4� � et 70 r �� � w w tJ Cpp II II tl � II t m v V ` m N O O O O i� Response to: Engineering Plan Review Comments (Jennifer Lambert) Apr 12, 2012 Re: 9207 Olympic View Dr, Edmonds, WA REMODEL 1) 3 updated copies supplied. [Tried to find out what the right categories are; trust at least that they totaled as the proper result even though the sub -categories may be off. Let me know if adjustment is needed. 2) Dates have been noted and/or adjusted. 3) These calculations are correct (as I understand them). There are no pre-existing foundations being removed. e d. 4) The Concrete Pad at the SE Corner of the property has been noted as post'77 and factored accordingly. 5) The Concrete Pad West of the house has been duly noted and factored as post'77. I am supplying a print that our neighbor had which locates the sewer easement. This location has been entered into the Plot Plan accordingly. No conflict between existing pad and easement is note. 6) 1 have the two wood decks (2x6 spaced const.) to the Plot Plan as you requested. As I understand it these areppervious surfaces, so I factored them into the chart accordingly. 7) The addition in 1984/88 is the existing 2 story SW section of the house noted originally as '67?. 1 imagine that is the '84/'88 addition that is on the record. I have inquired twice about the additions date from the department and they said they had no record. It has been factored as post'77 in the chart. 8) 1 have both located the 10' easement on the Plot Plan and supplied a copy of the plans from the Kairez Vista project that notes it accordingly. I would assume you have those on file to corroborate. 9) 1 have attempted to look up the terms 'compost amended', but I am still at a loss as to what it means. I am only having to dig an 18"x18" footing, 4' deep, beneath my existing deck, so the earth being moved is minimal. I will respond to this more satisfactorily when I run down the meaning. Thank you for the clarity in which you responded. Please call me anytime at 425 770-7222 cell Greg Gorsuch RES V B APR 13 2012 BuTYfEPS�CIoDMON NrO or >>OWD-gTNnnpFTw *Ip1 IOA'U' �cocoto �� P.r.F.r.A r roD 3DW Rommoomo m,m axm ,-... I g co 3= or N J J O Go � � C to m o v - --- :. G om J m f cA -PRIVATE ROAD -1 CO Gi T Vco 0 090 of n 'p 0 On `Z 4� O L N 0 o_m ? .0.a 03 o0 oa m 0o 0 N 0 N Dennis N!. Bruue, P.E. M.S.C.E., M.B.A. Geotechnical/Civil Engineer RECEM D July 29, 2011 APR - 22012 DEVELOPMENT SERVICES CTR. n �c as�ia: r�R rai n� c. aan ira�r� CITY OF EDMONDS City of Edmonds A c/o Greg Gorsuch L Z 9207 Olympic'View.Drive Edmonds, Washington 98026 Subject: Geotechnical Evaluation — Foundation Recommendations Proposed House Addition Project 9207 Olympic View Drive This engineering report presents the. results of a geotechnical evaluation of the Gorsuch house and property at 9207 Olympic View Drive, Edmonds, Washington. This evaluation was required due to owner concerns, as well as City of Edmonds requirements for critical areas - potential hazard zones. REFERENCES:: • Site plan with existing structure and proposed modest addition plans Addition plans (furnished by owner) • Site photographs by D. Bruce, P.E. BACKGROUND: The .overall Gorsuch property is rectangular in shape with approximately fifty feet (50') of frontage, and approximately two_hundred feet (200') of depth. (See survey and . site plan). Currently, the existing residence occupies the eastern -most portion of the property in the."flatter" portion of the property. The western portion of the property, contains steep slopes (greater than 40%), that slope downward to the Burlington Northern Railroad right-of-way. This engineer understands -that Mr. Gorsuch proposes -to construct a second story addition, and in conjunction, construct a slight lower level addition (see plans). STREET FILE SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION DRAINAGE DESIGN! & PERMIT • _ LEGAL P.O. Box 55502 Shoreline, WA 98155 • : (206) 546-9217 FAX (206) 546-8442 City of Edmonds Re: Gorsuch Property July 29, 2011 Page 2 None of the proposed construction will occur on the westerly steep slopes. Visual evaluation of the property by this engineer revealed no evidence of any geotechnical distress: no slides, no soil tension cracks, nor any evidence,of erosional degradation. As stated, the western portion of this lot slopes steeply downward to the railroad right-of-way and Puget Sound. The steep slope is heavily vegetated, with no evidence of erosional degradation. NOTE: It is essential that all storm water discharge occur away from the steep slope face. This requirement may entail all storm water lines to be extended all the way to the bottom of slope. Again, the Gorsuch property reveals no evidence of any erosional degradation. EVALUATION: In order to augment the existing site geotechnical information, soil test holes were hand -dug by this engineer in the vicinity of the proposed modest "foundation bump out". Both hand -dug test holes verified similar sub -grade conditions, namely: 0" to 6" Lawn, organics, roots, and organic silt 6" to 32" (bottom of test hole- Extremely dense glacial till impossible to hand dig any deeper) No groundwater was encountered in either of the 2 test holes. Both test hole walls remained vertical and stable. No sloughing or caving occurred. Additionally, numerous examples of the exposed underlying extremely dense glacial till are evident under the existing deck zone. CONCLUSIONS / RECOMMENDATIONS: Based on the findings of this investigation, and experience with numerous similar sites in the area, the Gorsuch property at 9207 Olympic View Drive, Edmonds, is geotechnically approved for the proposed nominal house footprint addition, subject to the following: City of Edmonds Re: Gorsuch Property July 29, 2011 Page 3 • Setback distances: Geotechnically, the proposed nominal additional footprint is approved, as indicated on the project plans. Do not construct any house foundation elements closer than twenty-five feet (25.0') from the existing top -of - slope (existing fence line). This engineer understands that City of Edmonds has additional "municipal" set back distances that are acceptable to this engineer. • Standard reinforced continuous and spread footings. Allowable bearing pressure: 3,000 p.s.f. Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall design provided drainage zone is inspected and verified by this engineer. • For retaining wall design, use friction factor of 0.55 and passive pressure of 350 p.c.f. • Geotechnical inspections by this engineer prior to any foundation concrete placement. The proposed structure 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 over -excavation 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 over -excavation at the bottom must be at least as wide as the sum of two times the depth of the over -excavation and the footing width. For example, an over -excavation 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 two thousand (2,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when City of Edmonds Re: Gorsuch Property July 29, 2011 Page 4 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 recommend the following design values be used for the foundation's resistance to lateral loading: Parameter Design Value Coefficient of Friction 0.55 Passive Earth Pressure 350 p.c.f. Where: (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 re -compacted 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 City of Edmonds Re: Gorsuch Property July 29, 2011 Page 5 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 Where: Design Value 35 p.c.f. 350 p.c.f. 0.55 125 p.c.f. (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. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 6 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 is not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: At the time of this investigation and report, it is understood that maximum excavation depths for the nominal house addition will be less than three feet (3.0') in depth. Thus, no temporary shoring is required. 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 (4.0') feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4.0') 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 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 2H:1 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. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 7 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 4N,P, 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 an'd surface water drains must be kept separate from the foundation drain system. No groundwater was observed in either of the 2 test holes during the fieldwork. 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 of the site should be graded so that surface water is directed off the site and away from the tops of slopes. 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. 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. 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. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 8 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 Sub -grade, 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). 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 acceptable if the upper organic materials are segregated and moisture contents are monitored by engineering inspection. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 9 DRAINAGE CONTROLS: r A 1 - [0 �. c, rs��bccck SAe►d� a - 3,00j- lev, C �/ZI 1Z 5--11IZ No drainage problems were evident with the existing Gorsuch residence and property. NOTE: As stated earlier, do not allow any collected storm water to "dump" on the slope face itself. It is essential that all storm water discharge lines be verified as functional, and be extended all the way to the bottom of slope. 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. EDMONDS COMMUNITY DEVELOPMENT CODE -SECTION 23.80.070; • Buffer Requirement: As stated in this report, no foundation elements may be constructed within 25.0 feet (horizontally) of the top -of -slope. The proposed building plans indicate that the modest addition will comply with the City ofl/. Edmonds requirement for a forty foot (40') setback. • Alterations: This project does not alter the designated erosion / landslide hazard area. • This house addition project will not increase surface water discharge or sedimentation to adjacent properties beyond pre -development conditions. • The addition project will not decrease slope stability on adjacent properties. • This addition project will not adversely impact other critical areas. • This proposed addition project shall not decrease the factor of safety for landslide occurrences below the limits of 1.5 (for static conditions) and 1.2 (for dynamic conditions). • The improvement is "clustered" in that it is a simple house addition project. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 10 • The house addition project does minimize alterations to the natural contour of the slope. See plans. • House addition project does not impact the steep vegetated westerly slope. • This addition project does not result in greater risk or any need for increased buffers on neighboring properties. • The existing natural slope is not impacted by this project. INSPECTIONS: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Soil cuts • Foundation sub -grade verification • Any retaining wall, or rockery placement • Any fill placement • Subsurface drainage installation • Temporary and permanent erosion control measures SUMMARY: The proposed Gorsuch house addition at 9207 Olympic View Drive, Edmonds, Washington is geotechnically approved when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and requirements, and key geotechnical inspections during construction. 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. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 11 If there are any questions, do not hesitate to call. WAS y Dennis M. Bruce, P.E. Geotechhical / Civil Engineer DMB:vlb cc: Greg Gorsuch PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET FlLE] - Name: dr Date: L Z Site Address: Zd `7 Al C Jt t c Plan Check IZ — OZ_? `Y Project Description: (rb 2'103 1-100L(OdyOo 14-00 (� ��,e M 0 dA --- Reduced Site Plan Provided: (Ls / NO) Zoning: Map Page: Corner Lot: (YES //I10 Flag Lot: (YES I- ) Critical Areas Determination 1#: Fee _ • 7iov41A'-� 4 SOS (on!v .5 o wC S� Study Required ❑ Waiver _ SEPA Determination: -Exempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Stree : Z Sid 0 Side f � 5 Rear: Actual Setbacks 15 1p?:�std Street: 2 Side: �. 0 Side: l O Rear: z s+ ❑ Detached Structures: Li oTn �- t (7 t fry ❑ Rockeries: en rellises: an ❑ Bay Windows/Projectin Modulation: P 0---Stairs/ : oA W-t S Bui/din Height Datum Point: C'orA),r pI r\ G S Datum Elevation: C O O Maximum Height Allowed: S C I -Zp Actual Height: 2�, Z2! ii Q Other Parking Required: Z Parking Provided: on sr t C� rlt o✓'a��. across Lot Area: / V, b (q ( Maximum Lot Coverage: 35% Proposed: o Lot Coverage Calculations: ,� ADU Created: (YES Subdivision: Un r-ec 0-f,CU Map 12. ("` of (,- r o Legal Nonconforming Land Use Determination Issued: (YES / ®) r Comments r Cif! � �o�` R Z 6% i� t �:a 5 (� `TT`Vt 4i�/� el S �^�-. g 37?.13 ti = R y_ Z8 ���. off .;rT,5< .o M5 hUV. li^Qs l0( a^ P /�k f e JV(f1f Plan Review By: in y, w F o4 lboc t fv�-) c o" e City of Edmonds Critical Area Notice of Decision Applicant: Sv Property Owner: C,— v C Critical Area File #: Zoo_ Permit Number: LQ_ Zo 12 —0 23 Site Location: Q '� II IZ�� �� lC. U`ti`.v Parcel Number: Z"%031200y00E?0p .Project Description: Mill' ❑ Conditional Waiver. No critical area report is required for the project described above. 1. There will be no alteration of a Critical Area or its required buffer. 2. The proposal is an allowed activity pursuant to ECDC 213.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. IRLCritical Area Report Required: The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: 1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40:120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. l Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. l The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. / The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). L2�Z Reviewer Signature Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 Dennis M. Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/Civil Engineer July 29, 2011 RECEIVED APR - 2 2012 City of Edmonds ApZp 1Y PLANN G DEVELOPMENT SERVICE'S CTR. CITY OF EDMONDS c/o Greg Gorsuch S 2 K ( Z 9207 Olympic View Drive - Edmonds, Washington 98026 Subject: Geotechnical Evaluation — Foundation Recommendations Proposed House Addition Project 9207 Olympic View Drive This engineering report presents the results of a geotechnical evaluation of the Gorsuch house and property at 9207 Olympic View Drive, Edmonds, Washington. This evaluation was required due to owner concerns, as well as City of Edmonds requirements for critical areas - potential hazard zones. REFERENCES: • Site plan with existing structure and proposed modest addition plans • Addition plans (furnished by owner) • Site photographs by D. Bruce, P.E. BACKGROUND: The overall Gorsuch property is rectangular in shape with approximately fifty feet (50') of frontage, and approximately two hundred feet (200') of depth. (See survey and site plan). Currently, the existing residence occupies the eastern -most portion of the property in the "flatter" portion of the property. The western portion of the property contains steep slopes (greater than 40%), that slope downward to the Burlington Northern Railroad right-of-way. This engineer understands that Mr. Gorsuch proposes to construct a second story addition, and in conjunction, construct a slight lower level addition (see plans). SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 • Shoreline, WA 98155 • (206) 546-9217 - FAX (206) 546-8442 City of Edmonds Re: Gorsuch Property July 29, 2011 Page 2 None of the proposed construction will occur on the westerly steep slopes. Visual evaluation of the property by this engineer revealed no evidence of any geotechnical distress: no slides, no soil tension cracks, nor any evidence of erosional degradation. As stated, the western portion of this lot slopes steeply downward to the railroad right-of-way and Puget Sound. The steep slope is heavily vegetated, with no evidence of erosional degradation. NOTE: It is essential that all storm water discharge occur away from the steep slope face. This requirement may entail all storm water lines to be extended all the way to the bottom of slope. Again, the Gorsuch property reveals no evidence of any erosional degradation. EVALUATION: In order to augment the existing site geotechnical information, soil test holes were hand -dug by this engineer in the vicinity of the proposed modest "foundation bump out". Both hand -dug test holes verified similar sub -grade conditions, namely: 0" to 6" Lawn, organics, roots, and organic silt 6" to 32" (bottom of test hole- Extremely dense glacial till impossible to hand dig any deeper) No groundwater was encountered in either of the 2 test holes. Both test hole walls remained vertical and stable. No sloughing or caving occurred. Additionally, numerous examples of the exposed underlying extremely dense glacial till are evident under the existing deck zone. CONCLUSIONS / RECOMMENDATIONS: Based on the findings of this investigation, and experience with numerous similar sites in the area, the Gorsuch property at 9207 Olympic View Drive, Edmonds, is geotechnically approved for the proposed nominal house footprint addition, subject to the following: City of Edmonds Re: Gorsuch Property July 29, 2011 Page 3 • Setback distances: Geotechnically, the proposed nominal additional footprint is approved as indicated on the project plans. Do not construct any house foundation elements closer than twenty-five feet (25.0') from the existing top -of - slope (existing fence line). This engineer understands that City of Edmonds has additional "municipal" set back distances that are acceptable to this engineer. • Standard reinforced continuous and spread footings. Allowable bearing pressure: 3,000 p.s.f. • Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall design provided drainage zone is inspected and verified by this engineer. • For retaining wall design, use friction factor of 0.55 and passive pressure of 350 P.O. • Geotechnical inspections by this engineer prior to any foundation concrete placement. The proposed structure 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 over -excavation 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 over -excavation at the bottom must be at least as wide as the sum of two times the depth of the over -excavation and the footing width. For example, an over -excavation 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 two thousand (2,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when City of Edmonds Re: Gorsuch Property July 29, 2011 Page 4 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 recommend the following design values be used for the foundation's resistance to lateral loading: Parameter Design Value Coefficient of Friction 0.55 Passive Earth Pressure 350 p.c.f. Where: (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 re -compacted 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 City of Edmonds Re: Gorsuch Property July 29, 2011 Page 5 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 Where: Design Value 35 p.c.f. 350 p.c.f. 0.55 125 p.c.f. (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. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 6 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 is not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: At the time of this investigation and report, it is understood that maximum excavation depths for the nominal house addition will be less than three feet (3.0') in depth. Thus, no temporary shoring is required. 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 (4.0') feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4.0') 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 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 2H:1 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. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 7 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 either of the 2 test holes during the fieldwork. 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 of the site should be graded so that surface water is directed off the site and away from the tops of slopes. 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. 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. 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. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 8 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 Sub -grade, 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). 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 aoxaable if the upper organic materials are segregated and moisture contents are monitored by engineering inspection. City of Edmonds / Ab S �. 00d Re: Gorsuch Property S s n W/l d o cc S S QC c L July 29, 2011 Page 9 f 4, 101-1 DRAINAGE CONTROLS: No drainage problems were evident with the existing Gorsuch residence and property. NOTE: As stated earlier, Rio not allow any collected storm water to "dump" on the slope face itself. It is essential that all storm water discharge lines be verified as functional, and be extended all the way to the bottom of slope. 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. EDMONDS COMMUNITY DEVELOPMENT CODE -SECTION 23 80 070• • Buffer Requirement: As stated in this report, no foundation elements may be constructed within 25.0 feet (horizontally) of the top -of -slope. The proposed building plans indicate that the modest addition will comply with the City of Edmonds requirement for a forty foot (40') setback. • Alterations: This project does not alter the designated erosion / landslide hazard area. • This house addition project will not increase surface water discharge or sedimentation to adjacent properties beyond pre -development conditions. • The addition project will not decrease slope stability on adjacent properties. • This addition project will not adversely impact other critical areas. • This proposed addition project shall not decrease the factor of safety for landslide occurrences below the limits of 1.5 (for static conditions) and 1.2 (for dynamic conditions). • The improvement is "clustered" in that it is a simple house addition project. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 10 • The house addition project does minimize alterations to the natural contour of the slope. See plans. • House addition project does not impact the steep vegetated westerly slope. • This addition project does not result in greater risk or any need for increased buffers on neighboring properties. • The existing natural slope is not impacted by this project. INSPECTIONS: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Soil cuts • Foundation sub -grade verification • Any retaining wall, or rockery placement • Any fill placement • Subsurface drainage installation • Temporary and permanent erosion control measures SUMMARY: The proposed Gorsuch house addition at 9207 Olympic View Drive, Edmonds, Washington is geotechnically approved when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and requirements, and key geotechnical inspections during construction. 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. City of Edmonds Re: Gorsuch Property July 29, 2011 Page 11 If there are any questions, do not hesitate to call. vE. r r Dennis M. Bruce, P.E. Geotechrlical / Civil Engineer DMB:vIb cc: Greg Gorsuch STRE�j­ CITY OF EDMONDS TARRY S. NAUGHTEN MAYOR 250 - STH AVE. N. EDMONDS, WA 98020 • (206) 771-3202 r COMMUNITY SERVICES: PETER E. HAHN I o Public Works • Planning • Parks and Recreation Engineering DIRECTOR 8g�-19 June 13, 1990 Susan & Charles Saul 9115 Olympic View Drive Edmonds, Washington 98020 RE: Address Change at 9115 Olympic View Drive The City building division has been informed by the Edmonds Postmaster that due to the future assignment of new zip codes in our City, several addresses must be changed. Your current address is affected and must be changed to the following: ,9115 -Olympic View Drive CHANGED TO 9207 Olympic View Drive As required by the Uniform Building Code, the new address numbers must be posted on the residence in a highly visible place, at your earliest convenience. The City will notify all applicable City departments of this address change, it will be your responsibility to notify all others. The Post Office has guaranteed postal service of up to one year on the old. address. The Post Office will notify you in writing regarding the effective date of the new zip code change. Thank you, FA Je nnine L. Graf Permit Coordinator cc: Fire & Police Street & Address Files Public Works & Utility Billing Edmonds Postmaster • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan .Wo 3a y73/ City of Edmonds:. Permit No: aOM--0/ 6iE� RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: a CO A. Address or Vicinitywof�Construh tion: �� / DL Y� ��' �ci 6 /�?7 - 03 B. Type of Work (be specific):' y / /p KF 'OFf PDl C- 7-,o S eI2IiF 7"%H r /SAT OF V15Td4 bFi c HA u)lrN L/n//-)r /2 A 0 L11V13 4A/NI.90Y SF-02U/CE tP oGirbGE- ortj6rlye U �'/tee.•. ,p C. Contractor• r N 2�.tntT �f 1• • A . � Contact Mailing Address:. &x I&T C✓R r fi k-2iXo : Phone: (ya ) 5 q % - qV 17 ,6 State License #: Liability Insurance: 5� Bond: $ D. Building Pe f it # (if applicab e): Side Sewer Permii # (if applicable): E. ❑ Commercial ❑ Subdivision City Project �] EU (1? : ,GTE, PSE, CHAMBERS, OVWD) ❑ Multi -Family ❑ Single'Family ❑ Other. INSPECTOR- F. PAVEMENT: / ❑ YES J'NO G. , SIZE OF CUT X H. Charge: $ CONCRETE CUT: ❑ YES NO APPLICANT 1 READ AND SIGN IDEMNITY. Applicant understands.by,his/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.+ES'TIMATED 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. (HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINXLCtiOPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS Signature: ' f co cA ItA�\ Date: Contractor or Agent) CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK FOR CITY :USE ONLY Approved by • n g y �0 Ri ht-of ;wa Fee: 5 Time Authorize : Vo•d After '7 2b 00' Disruption Fee/Fund 111: Special Conditions:' C Restoration, Fee: . kq&wk WMAI P Total Fee:. I S_ a t U . Receipt No: . 4 - Issued. byr UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL 3 INSPECTION IS REQUIRED PER CHAPTER.18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE. FINAL APPROVAL OF PERMITTED WORK: C INSPECTOR'S SIGNATURE DATE: For inspection requirements see Engineering Information Handout - NO WORK SHALL BEGIN PRIORTO PERMIT ISSUANCE d. City of Edmonds i '',� RIGHT=OF-WAY CONSTRUCTION PERMIT Permit No: _ O/<p / IssueDate: �� 00 A. Address or Vicinity of Construction: `1�1() I cJLy/�t/�t�_VIEW x . t--WA01WO-5 Z (of B. Type, of Work (be specific): �1(' �4 dNn //IgrA t F�Q�J�1 AleFc d �T Kr, -g lk o e_rP L.nT itl p or Thf e -am r ofyl S-rA D _ AA & C. `'Contractor_: N,) O t t hH L ozx;y n Mailing Address:a, &X 1167 C111PTUA ?20(o State License #: D. Building Permit # (if applicable): Contact: D I l Liability Insurance: 5r Bond: $ Side Sewer Permit # (if applicable): E. ❑ . Commercial ❑ Subdivision W. ❑ City Project Rr EUC(EDGTE,.PSE, CHAMBERS, OVWD) . r4 ❑ Multi -Family ❑ Single Family . ❑ Other INSPECTOR F. PAVEMENT: ❑ YES NO G. SIZE OF CUT X H. Charge: '$ CONCRETE CUT: ❑ YES NO APPLICANT. , 1 1SIGN IDEMNITY. Applicant understands by his/her signature to this application he/she hold�C,``'the City of Edmonds harmless from, injuries, damages or claims of any kind or description whats ever, foreseen or unforeseen, that'n6-y be made against the City. of Edmonds or any ofits departments or employees, including.76tinot�limftedtto thAWfense of.any.legal proceedings including defense costs and attorne ees b reason o rantin this ermitti_ , A"C A W -- `�1�`--'k� "' ., ' Yf Y of g P . THE CONTRACTOR /S 'RESPONSIBLE FOR WORKMANSHIP AND MATERMLS 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-•verifyihe 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. 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 t Signature: Date: (Contractor or Agent) CALL DI L-A=DIG (1-800-424-5555) PRIOR TO BEGINNING WORK FOR CITY USE ONLY A � QO � Approved b'.Right-of-way.Fee:� Time Authorized: Void After L ti / 25 ' i64) Disruption Fee/Fund 111: .Special Conditions: L Restoration Fee: Total Fee'- �. S Receipt No fi Issuedrby: .15A01 8! q2 h UPO CN OMPLETION:.OF�PERMITTED WORK; AN. ENGINEERING FINAL INSPECTION IS REQUIRED PER�CHAPTERr18 ,00 OF THE EDMONDS COMMUNITY DEVELOPMENT C DE. i FINAL APPROVAL OF PERMITTED WORK: INSPECTOR'S SIGNATURE DATE: Z For inspection requirements see Engineering Information Handout. ismNO WORti SI-IAL I l3F.GIN PRIOR TO PERMIT ISSUANCE MEMORANDUM. Date: May 12, 2000 To: PUD for 9207 Olympic.View Drive From: . Maryanne Zukowski Traffic Engineer Subject: Right of Way Permit traffic control conditions of approval Traffic Control in the City Right -of -Way . All signs, barricades and related equipment and their use must be in accordance with Part IV, "Traffic Controls for Highway Construction and Maintenance Operations, of the Manual on Uniform Traffic Control Devices, as prepared by the National Joint. Committee on Uniform Traffic Control Devices and per the City of Edmonds Developmental Standards. Reasonable accommodations shall be made for distance requirements in signage for geometrical conflicts. Note the signage is not show for the sequence of types, they must conform to the MUTCD. The distance requirements must he met for the posted speed and the MUTCD. Any traffic control that impacts a resident must have prior notification to those residents of the activities. Coordination with the City Inspector prior to all work. Particular attention should be made to the following items: • There shall be at all times reasonable pedestrian and vehicular access to and egress from the properties adjacent to the project, so far as possible. Contact the affected homeowners directly to prevent conflicts. • The Public Safety Department.(police and fire), 771-0200 and 771-0215, Edmonds School District Transportation Department, and the Edmonds Public Works Department 771-0235 shall be notified 24 hours prior to the lane shift for construction. Proper provisions shall be made for public convenience, safety and travel. • Any asphalt concrete pavements, crushed surfacing, gravel.base or water. required for maintaining traffic during the life of the project shall be placed by the contractor immediately upon request by the engineer and/or inspector. • All unattended excavations shall be properly barricaded so as to.prevent accidents. • Construction along or across the City right-of-way shall be as per the contract documents, City of Edmonds Standards, or as directed by the engineer and/or inspector. • Flaggers are required for the Traffic Control. City of Edmonds � r 00'+/- 5 '+/- Plat of Vista Del Mar 50'Min. to •• 100' Max. _ Work -Area. 50' t • 100' • 1 • 200' to 300' 9227 Sign sequence. is the some for both directions of travel. Traffic, Plan for Pro ject J dA o LOCATION 9207 Olympic View Drive, Edmonds, .98020 POLE NO S 13 T 27 R 3 ENGINEER Gary McLaury 0M (LD Im1 PUBLIC UTILITY DISTRICT NO.1 OF SNOHOMISH COUNTY SBSEED.DGN LOCATION 9207 OLYMPIC VIEW DR.. EDMOND5 98020 5o GountyAREA POLE No. NE1/4 S13 T27 R3 DATE 9-25-99 W.O. No. 304731 REASON FOR WORK NEW T.O. POLE + POLE REMOVAL WORK ENGINEER MCLOurV TASK NO. 05 & 12 FOR THE PLAT OF V15TA DEL MAR DRAFTER G.M. U.G. No. SCALE 1"=100' DATE WORK COMPLETED DATE PRINTED FORMAN APPROVED ENVIR N E FEES REQ'D AYES ❑ NO PRIMARY OVERHEAD 0 RESIDENTIAL ❑ COMMERCIAL LEO NO. '@S '=S SECONDARY OVERHEAD BASIC FEE f 'Q$ '=S METER/CONV.POLE s PRIMARY UNDERGROUND O RESIDENTIAL ❑ COMMERCIAL BASIC FEE f LEU NO. '@$ '=S SECONDARY UNDERGROUND BASIC FEE f Ifas '=A 0 M NTAL ANALYSIS ® EXEMPT O NOT EXEMPT PARA. 18 ITEM C O.H. U.G. COND. 7.2 KV ADD CKT. FT. PH REM 730 CKT. FT. 1 PH NET 730 CKT. FT. O.H. U.G. COND. V ADD CKT PH REM CKT. FT. PH N CKT. FT. PERMITS (DATE GRANTED) O TREE TRIM O STATE O COUNTY ■ CITY EDMOND5 ❑ (BLANKET) EASEMENTS ❑ REQUIRED ❑ EQUIREE UNDERGROUND PLAT D RELEASED BASIC FEE f FOREIGN CONTRACTS FT.0 '=S ■ GTNW JPN No. 2157E99 STREET LIGHTING ■ CATV JPN No: TCI FT.@$ =S O JOINT TRENCH GTNW & CATV WORK IN RIGHT OF WAY O JOINT BORE GTNW & CATV ❑ PRIMARY O ❑ SECONDARY POLE STENCILING q FT.@S '=S FROM TO MISCELLANEOUS FEES TAKE OFF POLE VAULT s PRE—CONTT. REQUIRMENTS PERMIT f O TREE TRIM O PUD LOCATOR ESTIMATE ESTIMATE s 6,800.00 O BACKHOE ■ FLAGGING f ■ ONE CALL DATE f NO. TOTAL DUE f 6,800.00 INDEX POLES PLAT DATE PAID LOGS U-MAP RECEPT NO. XFMR C-MAP NEW SVCE APPLICATION NO. LOCATION MAP PAGE 454. H2 LEGEND O E10STHG POLE - NO CHANGE )K REPLACE eMSTTIG POLE • SET NEW POLE X REMOVE VaSTHG POLE SUBSTATION PERRINVILLE CIRCUIT NO. 12-93 PHASE 2 ENGR'S TEL. # 514-5628 ENGR'S PAGER 290-0208 CUSTOMER'S NAME GEORGE KAIREZ CUSTOMER'S PAGER # ASK 05, r C�a 9229-OLYMPIC VIEW DR. SET NEW 45' POLE: 30 FT SO. INST. 12V111 & N0103 GRND PLATE INST 12V601 & HANG 15 KVA XFMR DIST# 15— ------- SER#______—___ INST G0201 SG SO, ATTACH TO EXIST'G GUY P. INST SEC RISER 1U705 & INTERCEPT UGND N. i INST E0202 LBCO & R0101 BRKT FOR FUTURE UGND 1 PH RISER TO PLAT I fA5K12CBTHRUJ� Note: Work after plat has been built C�COMP. POLE#1-3 (9229—OLYMPIC VIEW DR.) AFTER UGND PRI SO. HAS BEEN TRANSF'D REMOVE 15 KVA XFMR 206-464-1301 J I DIST# 25-6502 SER#--- ___ __ TRANSF SPAN GUY TO NEW POLE / STRIP, TOP & REMOVE 45' POLE , 0 0 0 O O STRIP, TOP & REIAOVE 45' POLE TOP & CONVERT TO A SERVICE POLE SVCE TO 9221 EXISTING POLE; COMP. POLE#2-34 REM 15. KVA XFMR — 120/240V DIST# 15-4347 SER#____—____ AFTER OVHD SVCES HAVE BEEN CONVERTED TO A UGND STRIP & REMOVE POLE EXISTING POLE; COMP. POLE#2-77 REM 15 KVA XFMI,R DIST# 15-3642 SER#_________— AFTER OVHD SVCES HAVE BEEN CONVERTED LC TO UGND STRIP & REMOVE POLE L( r EXISTING_ POLE; COMP. POLE# 3-34 C REM 15 KVA XFMR, DIST# 12— 1381 SER#_____________ L AFTER OVHD SVCES HAVE BEEN CONVERTED TO UGND STRIP £;k REMOVE POLE REPLACE GTE SV(I E POLE IN PLACE W/30' SVCE P INST #2 AL TRIPLEX SVCE & CONNECT TO 9209 EXISTING SERVICE: POLES TO REMAIN i WIRE REMOVAL: 730FT OF (1) PRI & (1) NEUT served ugnd 2 f rom Plat 9203 3 9205 4 9207 9209 O 9211 SVCE I 9213 EXIST'G 1-51 SV� / O \ 16 C?� 1-5 5 9219 15 13 9231 9233 02 N- 38 0-X 10 A-1834 E-237 9235 1/08 2 J rem xf mr SL-3003-D 1-3 © 02 P-361-X P O- 9229 1-6 v\6 34 " 12 93 1-8 9225 11 i 3-34 REM. XFMR O 21/14 ; 2 Existing Ped ' F. f rom Plat 2 71, '&L;3R n- REM. XFMR 2 4; 2 �- 5 - REM. XFMR 1j, r ' Existing Ped /from Plat Oi t REM POLE r & WIRE 34 ' 12 �G 93 ' SL-2955-D I-55 ' 2-1 FU65 Ao %��eif `WAy,SET 0 L-21308-X A-23798 Hang Xfmr. Note ugnd pri svice to be relocated on WO#310448 (Plat dwg) 9118 DATE:12-Dee-96 *19 . i f i MEMORANDUM Date: May 12, 2000 To: PUD for 9207 Olympic View Drive i From: Maryanne Zukowski Traffic Engineer Subject: Right of Way Permit traffic control conditions of approval Traffic Control in the City Right -of -Way . • All signs, barricades and related equipment and their use must be in accordance with i Part IV, "Traffic Controls for Highway Construction and Maintenance Operations, ":of the Manual on Uniform Traffic Control Devices, as prepared by the National. Joint. Committee on Uniform Traffic Control Devices and per the City of Edmonds. Developmental Standards. Reasonable accommodations shall be made for distance requirements in signage for geometrical conflicts. Note the signage is not show for the sequence of types, they must conform to the MUTCD. The distance requirements must he met for the posted speed and the MUTCD. Any traffic control that impacts a i resident must have prior notification to those residents of the activities. • Coordination with the City Inspector prior to all work. • Particular attention should be made to the following items: • There shall be at all times reasonable pedestrian and vehicular access to and egress from the properties adjacent to the project, so far as possible. Contact the affected homeowners directly to prevent conflicts. • The Public Safety Department (police and fire), 771-0200 and 771-0215, Edmonds School District Transportation Department, and the Edmonds Public Works Department 771-0235 shall be notified 24 hours prior to the lane shift for construction. Proper provisions shall be made for public convenience, safety and travel. i • Any asphalt concrete pavements, crushed surfacing, gravel base or water. required for maintaining traffic during the life of the project shall be placed by the contractor immediately upon request by the engineer and/or inspector. • All unattended excavations shall be properly barricaded so as to.prevent i accidents. • Construction along or across the City right-of-way shall be as per the contract documents, City of Edmonds Standards, or as directed by the engineer and/or inspector. • Flaggers are required for the Traffic Control. i City of Edmonds ! /� N 00'+/- 5 '+/- Q 9 U I• 0'+/ i Plat of 0 Vista Del Mar • 50' Min. to • � 100' Max. i I I Work Area. i i , 50' t 100' • 200' to 300' 9227 JSign sequence is the same �— for both directions, of travel. MO 5. m� Trcf f is . Plan for Project ll a� LOCATION 9207 Olympic View Drive, Edmonds, 98020 O POLE NO S 13 T 27 R 3 ENGINEER Gary McLaury 1 1 1 1 1 1 1 W_ -_- -------------- :91ST PL W il" 0 10' UTILITIES - - ® 4-' o EASEMENT b 380 EXISTING PLAT OF 14 ` 5 \, IS A `11- MAR L" 7 ' A-32380 � \ 10 - -f S ' rEXISTING ASHING ATILIGHT, 'Y ten` 9 A-32379 3 2 1 Flo Q 1 . H. �` E `�O• `� J INTERCEPT EXISTING PVC XING f CONCRETE BULKHEAD �REROUTE EXISTING UGND CABLE TO NEW PEDESTAL ap , S ` ` - 10' DRAINAGE (CU# V0702) / ;'� S \� � / ' /_�` - `1 '- 190' P EASEMENT A32378 10' DRAINAGE - - �- -- - W �- - - _ �/ �\ , IN EASEMENT, TYP - - - - - - - - - - 3 '•"- .z.. - _ '-' `"" -- p ���•-- ` ;\ \ - S- -J- _ y _ , p---_.`--- ►.. A-23798 s,�, ;A-32381 �_�KAj Z _ --___ _,-__ Jk i L-3642-X i `'D ' D - r -,-''""'.,- 2 ` EXISTING ,. - -- __ -_ R - s (9203) _ -----:- - t92ND - - B 0 CONCRETE BULKHEAD 10' SEWER EASEMENT, S SECONDARY UGND TO FEED----:: O.a SECONDARY UGND TO FEED PROPOSED-- \ TYP SECONDARY OVHD SERVICES "'< F ;', SECONDARY OVHD TO LOT 9 GUARDRAIL _ < \ `�\ t \/ _ \d'� • ",'� `` •+ " `" "« ` „. ' `�^\, 'C\� "\ij THIS POLE AND POLES 2PN, 3PN AND 4PN \ / w� - .,," �„ JJr=MADE } ! £,, , y ; }�.�., ' INCLUDING THEIR OVHD XFMRS, ARE TO BEt J '�•, REMOVED ON WO# 304731/TASK 12 AFTER �\ ,;9211 UGND FOR PLAT HAS BEEN INSTALLED � /� • \ I /' J . ��; .SECONDARY \;S• _\ t.„i TRIPLEX\,� SERVICE �°\ \, i ANOR 16 LAYOUT LEGEND J 'j " �' (9219) ® PAD MOUNTED TRANSFORMER F <" ® SUBMERSIBLE J-BOX P SECONDARY PEDESTAL PRIMARY UNDERGROUND CABLE - - - - - - - - 4/0 SECONDARY UNDERGROUND CABLE \ y -i—t—i—i—�- STREET LIGHT CABLE DUCT \ POLE AND OVERHEAD LINE XINGS BY CUSTOMER LAYOUT - - PROPERTY LINE UA 70' OF (2) 2" AND (1) 4" PVC (0) 2" AND (1) 4" FUTURE) 1" 50 — RIGHT-OF-WAY LINE 8� 60' OF (1) 3" PVC EXISTING DUCT © 50' OF (1) 2" PVC —FUTURE DUCTi - - - - - - - S - - - - - -0 SANITARY SEWER/MANHOLE �E 40' OF (1) 2" PVC - - - - - - - D - - - - - -O STORM DRAIN/CATCH BASIN 0 60' OF (1) 2" PVC - - - - - - - W - - - - - -0 WATER MAIN/METER 200' OF (1) 3" PVC Y FIRE HYDRANT XINGS TO BE INSPECTED BY PUD LINE PERSONNEL STREET LIGHT FUTURE BY PUD OR PUD'S CONTRACTOR �k UNDERGROUND LOCATOR MARKER 180' OF 0) 2" AND (1) 4" PVC (FROM A-32377) 10 R/W EASEMENT _- I - SEC PED STREET LIGHT 321/2' I - 171/2' R j W EASEMENT 2, 6" I 12' (_ 12' 1-51 1' 4PROPOSED GUARDRAIL KAIREZ DR (92ND PL W) 3'-6' VARIES TYPICAL ROAD SECTION NTS TRANSFORMER/ VAULT �I LSECONDARY PEDESTAL —TRENCH R/W 30' 11' STREET LIGHT 1 30' R j W EASEMENT 11' 11 5' I 1 IPLAT FENCE OLYMPIC VIEW DR TYPICAL ROAD SECTION NTS 12 .\ AINING WALL r "-\65'.OF EXISTING 2" PVC \� Q \ N-6502-X\ '�"-- - POLE, OVHD XFMR AND - - _ \ , EXISTING UGND CABLE 10 TO BE REMOVED OVHD LINE FROM HERE � \ NEW POLE SET ON NORTH TO BE REMOVED A- 3 2 3 7 7 WO# 304731 \ ASK 05 ON WO# 304731/TASK 12 AFTER UGND FOR PLAT HAS BEEN INSTALLED \ 20' SNOHOMISH COUNTI D D Lr PUBLIC UTILITY DISTRICT NO WO 310448 TASK 04 SCALE NOTED R/W 10, DFTR KG EASEMENT CHKR 51 ( ENGR McLAURY SIDEWALK I EASEMENT TRANSFORMER/ APVD VAULT I DATE 10/99 U) z 0 W w LSECONDARY 13' 2'-6' 31_61 PEDESTAL VARIES TRENCH 91ST PL W (PRIVATE RD) VARIES TRENCH VISTA DEL MAR TYPICAL ROAD. SECTION DIVISION 2 NTS LAYOUT,, DUCT AND ROAD SECTIONS REV 0 DRAWING 8143-3 - - - LAYOUT, DUCT AND ROAD SECTIONS: REFER TO SHEET 3 SCHEMATIC: REFER TO SHEET 1 CONSTRUCTION NOTES: 1. IN ANY TRENCH WITH GAS,THE PUD OR PUD'S CONTRACTOR SHALL SUPPLY AND INSTALL SCREENED/WASHED SAND FOR A BEDDING, WITH A MINIMIUM DEPTH OF 3", AND A COVER, WITH A MINIMIUM DEPTH OF 3", FOR ALL CONDUITS IN SAID TRENCH. 2. INTERCEPT EXISTING 2" PVC AT BASE OF OLD TAKEOFF POLE ON OLYMPIC VIEW DR, TRENCHING TO NEW VAULT A-32377 AND INSTALLING NEW 2" PVC. 3. REMOVE EXISTING UGND CABLE RUNNING FROM OLD POLE TO EXISTING VAULT A-23798 AND RUN APPROX. 160' OF NEW 02 AL UGND PRIMARY CABLE FROM EXISTING VAULT A-23798 TO NEW VAULT A-32377. 4. INSTALL A 4'10" x 4'10" x 24" CONCRETE BULKHEAD (CUO V0702) AT VAULTS A-32378 AND A-32381. 5. INSTALL (1) 3" SECONDARY RISER (CU# F0106) ON NEW PLAT TAKEOFF POLE TO SERVICE EXISTING FLASHING CAUTION LIGHT. 6. INSTALL (1) 3" SECONDARY RISER (CU# F0106) ON EXISTING SERVICE POLE THAT WILL SERVICE LOT# 4(9209) IN EXISTING PLAT OF MAPLE MANOR. 4-POS/5-POS SET SCREW TERMINALS SECONDARY TRIPLEX CABLES SMALL/LARGE -- SECONDARY PEDESTAL 3" PVC DUCT -- TO FEED IN/OUT OF CORNERS OF PEDESTAL 3" PVC W/90' — 24"R BEND AND BELL END FROM TRANSFORMER/ PEDESTAL TYPICAL PEDESTAL DETAIL NTS WIDTH VARIES 30" MINIMUM NOTE ! ,— w a 1. 12" MINIMUM GAS TO I LE POWER SEPARATION. I = t- i-. o vi -�-� 2. NUMBER OF CONDUITS IN I I- a o o I �I TRENCH VARIES. f w in(n o a w _ o w z 3. ALL CONDUCTORS IN z v cn z o v m CONDUIT. �� 2 I_ o w e o coi -' � 12" �� VARIE II-' N o m N z p0­4 -' I z MIN LIGHT T ( M UJ z z _ -I SAND w :.TELE::: T — SECONDARY ZI I 1_-icePRIMARY GAS SECONDARY GAS TO STAKE EVERY 10' POWER TO STAKE EVERY 10' OR SHADED AS NEEDED TO AS NEEDED TO RETAIN TRENCH RETAIN TRENCH POSITION. POSITION. SINGLE PHASE TYPICAL JOINT TRENCH DETAIL TRANSFORMERS 7200-120/240 V CABLE ALL FOOTAGES APPROXIMATE BY PUD OR PUD'S CONTRACTOR BY PUD OR PUD'S CONTRACTOR A- 3 2 3 7 8 25 KVA A- 3 2 3 7 9 25 KVA FROM POLE TO A-32377 75' OF (1) 02 AL CNCTRC NEUT DB JCKTD PRI IN 2" PVC UTC UTC MAKE PO REEL SER SER FROM A-32377 TO A-23798 (EXISTING) MAKE MAKE 160' OF (1) 02 AL CNCTRC NEUT DB JCKTD PRI IN 2" PVC MAKE PO REEL ASSYO 12U611 ASSY* 12U610 FROM A-32377 TO A-32378 A- 3 2 3 8 0 15 KVA A- 3 2 3 81 25 KVA 565' OF (1) 02 AL CNCTRC NEUT DB JCKTD PRI IN 2" PVC MAKE PO REEL UTC UTC FROM A-32378 TO A-32379 SER SER 350' OF (1) 2 AL CNCTRC NEUT DB JCKTD PRI IN 2" PVC MAKE PO REEL MAKE MAKE FROM A-32379 TO A-32380 ASSYO 12U612 ASSY# 12U612 410 OF (1) 2 AL CNCTRC NEUT DB JCKTD PRI IN �� 2 PVC MAKE PO REEL VAULTS FROM A-32378 TO A-32381 220' OF (1) 02 AL CNCTRC NEUT DB JCKTD PRI IN 2" PVC BY PUD OR PUD'S CONTRACTOR MAKE PO REEL A- 3 2 3 7 7 1030' OF 4/0 AL TRX DB SEC IN 3" PVC 4'8" x 4'8" x 3'6" CONCRETE VAULT AND 410' OF 08 AL DUP DB ST LT IN 2" PVC 418" x 4'8" x 6" COVER W/A 3' x 3' DIAMOND PLATE LID A-32378 THRU A-32381 42" x 42' x 30" OPEN BOTTOM W/A 21" x 25" ACCESS HOLE SECONDARY PEDESTALS BY PUD OR PUD'S CONTRACTOR ,SEC PEDS/INSTALL PER DIST ASSYO 1U801 • 4 :SEC PED/INSTALL PER DIST ASSY� lU802 FEED THRU PEDS ON LOT LINES 1/2, 7j% (MAPLE MANOR) AND ON LOT 12 (AT CORNER OF OLYMPIC VIEW DR AND 92ND PL W) STREET LIGHTS BY PUD OR PUD'S-CONTRACTOR 3 ST LTS/SOURCE VOLTAGE 120V ALL ST LT CA TO BE IN 2" PVC INSTALL PER DIST ASSY* lL902 3' N �C 10 — — — V/ TYPICAL STAKE MARKINGS TRENCH — — — — — w w Q TRANSFORMER/ w VAULT PEDESTAL -----------'- W TRENCH r7 i w PEDESTAL w I w w 3' o I TYPICAL STAKING LAYOUT NTS ' NTS 1' 7' PC _.._..i. r.._...I_.. r...._ ...._.._... _.._.. _,._..r GAS I --- TELEPHONE z ----- `----- w ------------------ -- CATV —PUD --� z 10RIM----- i i -- w PVC CONDUIT I ��� PV ULTY w ON GAS STUB Ll , , ACROSS JOINT ( �I� j uj TRENCH " EXCAVATE FOR o PED LE TEVAULT AND PED STUBOUTS R/W i r- FF- 1 GAS STUB 2' 3' ►. SN---) H COUNTY GAS IN PLAT PUBLIC UTILITY DISTRICT NO i LOCATION 9117 OLYMPIC VIEW DRIVE. EDMONDS 98020 AREA SO. COUNTY POLE NO NE 1/4S 13 T 27 R 3 DATE 10/6/99 WO No 310448 REASON FOR WORK PROVIDE 10 PRIMARY UNDERGROUND ENGINEER McLAURY TASK 04 DISTRIBUTION SYSTEM FOR THE DRAFTER KG UGND NO 8143-2 12 LOT PLAT OF APPROVED. SCALE NOTED VISTA DEL MAR DIVISION 2 PRINTED DATE WORK COMPLETED FOREMAN ENVIRONMENTAL ANALYSIS SUBSTATION pERRINVILLE FEES REQ�D ®PARAEXEMPT 18 O NOT EXEMPT CIRCUIT NO 12-93 PHASE 2 ®YES ONO ROAD CROSSINGS ONLY OVERHEAD OVHD CONDUCTOR KV El RESIDENTIPRIMARY AL, ADD CKT FT PH APPV DATE DESCRIPTION ❑ COMMERCIAL REM CKT FT PH LEO# NET CKT FT REVISIONS@ $ g UGND CONDUCTOR 7.2 KV PRIMARY UNDERGROUND ADD 1420 CKT FT 1 PH APPV NO. DATE DESCRIPTION 0 RESIDENTIAL REM CKT FT PH ❑ COMMERCIAL NET 1420 CKT FT BASIC FEE 8 LEU# PERMITS (DATE GRANTED) g = g ❑ TREE TRIM SECONDARY UNDERGROUND O STATE. BASIC FEE 8 ❑ COUNTY ® EDMONDS UNDERGROUND PLAT BASIC FEE 8 EASEMENTS ®REQUIRED ENGINEERING E# ❑ NOT REQUIRED tFTCdS =8 PLAT CONSTRUCTION REQUEST NO. 26SOI t FT @ 8 = 8 DATE APPROVED STREET LIGHTING FOREIGN CONTACTS t FT @ 8 8 O GTNW JPN# CROSSINGS O CATV JPN# FT @ $ _ $ ® JOINT TRENCH GTNW & CATV WORK IN RIGHT OF WAY O JOINT BORE GTNW & CATV AS —BUILT ❑ PRIMARY ® JOINT TRENCH W/PSE ❑ SECONDARY POLE STENCILING APPV NO. DATE DESCRIPTION FT @ 8 = s FROM TO MISCELLANEOUS FEES TAKE OFF POLE VAULT 8 PRE-CONSTR REQUIREMENTS PERMIT 8 ❑ TREE TRIM O PUD LOCATOR COST ESTIMATE s 30,600.00 0 BACKHOE ❑ (W/PSE SAND) 8 0 ONE CALL DATE s # TOTAL DUE 8 30 600.00 INDEX POLES PLAT DATE PAID LOGS I U-MAP I 1-LINE RECEIPT# XFMR C-MAP GIs NEW SVCE APPLICATION# LOCATION MAP PAGE 454.H2 ENGINEER GARY McLAURY CUSTOMER GEORGE KAIREZ XING PRINTED PHONE (425)514-5628 PHONE (206)464-1301 PRINTED CELLULAR (425)290-0208/239-5294 PAGER/ - R/W 1' 6' Pc R/W -- -- ---r---------+---GAS - - - �._n_.._.. ..�.._.._.._._..._ TELEPHONE o R/W -----------.�,--------------- -----CATV w f� -- -- — —� -- -- ---PUD ---- ~z i SEC w PVC CONDUIT I Ili PED w ON GAS STUB ACROSS JOINT IIn w TRENCH CATV TELE o PED PED •- 21 I 30 0. GAS STUB a ai TYPICAL JOINT TRENCH VAULT/PED LAYOUT NTS VICINITY MAP TAGS VAULT: A-32377 THRU A-32381 CABLE: 55276 THRU 55280