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18210 HOMEVIEW DR.PDF11776 18210 HOMEVIEW DR ADDRESS: TAX ACCOUNTIPARCEL NUMBER: 0(s) 61 -7 -7 (,a (o n o E c) o BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) FOR: CRITICAL AREAS: DETERMINATION: El Conditional Waiver �fStudy Required 0 Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): PLANNING DATA CHECKLIST DA' SCALED PLOT PLAN DATED: SEWER LID FEE $: SHORTPLAT SIDE SEWER AS BUILT DA SIDE SEWER PERMIT(S).#: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DA LID #: LOT: BLOCK - LATEMP\DSrsWonns\Street File Checklist.doc of ED41 A M, ?'CO CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: READY TO ISSUE Permit Number: ENG20060474 Job Address: 18210 HOMEVfEW DF, EDMONDS GURNEE COMPANY BUILDERS INC 18210 HOMEVIEW DRIVE EDMONDS, WA 98026 KELLY MARRIOTT 19012 SOUND VIEW PL EDMONDS, WA 98020 206-310-2926 LICENSE 4:,MARRIGL945RA ENG20060474 Expiation Date: 9/27/2008 EXP: 12/1/2008 • • JOB DESoCRIPTION IREPAIR P N PROPOSE TO REUSE LATERAL LID NUMBER- GRINDER PUM N I PROPOSE TO REUSE SIDE SEWER • • LXSENIENTINFOWMATION I PROJECT CROSSES OTHER PRIVATE PROPERTY VERIFICATION OF RECORDED EASEMENTS COMPLETE Sewer connection to be made on west side of property. E?dsting City sewer easement. 1ADEMATTY- The Applicant has signed an application which states helshe holds the City ofEdmonds harmlessfrom injuries, damages or claims ofany kind or description w halsoever, foreseen or unforeseen, that may be made against the City ofEdmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and attorneyfees by reason ofgranting this permit. CALL DL41,A-DIG (1-800-424-5555) BEFOREANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT. 1326 24 HOUR NOTICEREQUIRED FORALL INSPECTION REQUESTS THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE CITY ENGINEER OR HIS/HERDEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACE PROVIDED. RELEASED BY [—] FILECOPY ��SPECTORCOPY Printed: Thursday. SeDtember 27. 2007 W 0 APPUCANT COPY 1 -1 STATUS: READY TO ISSUE • Refer to City of Edmonds Side Sewer Information handout for requirements. • A 6" cleanout with 12" locking cast iron larnphole cover is required at the property line. • Maintain 19 separation between the sanitary side sewer and the water service line. * Call for required inspections prior to backfill. • E-Sanitary Side Sewer'Inspection • E-Engineefing Final PARTIAL INSPECTION DATE: INITIAL: NOTES: PARTIAL INSPECTION DATE: INITIAL: NOTES: FINAL INSPECTION APPROVED DATE: INITIAL: ENG20060474 1,7 C. 1 8C)13 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - �AX (425) 771-0221 Website: wwwci.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning - Building - Engineering September 24, 2007 Mr. J. Kelley Marriott, General Contractor The Marriott Group, LLC 19012 Soundview Place Everett, WA 98020 RE: BLD20060575,18210 Horneview Drive Driveway Slope Exceeding 14% Dear Mr. Marriott, GARY HAAKENSON MAYOR This letter is being sent in response to your request to exceed the maximum allowed driveway slope of 14%, dated September 19, 2007. Review of the submitted letter and site plan indicate that site constraints prevent you from obtaining a 14% driveway slope without significantly altering the topology of the building site, which is already noted as a critical area by our planning department. It is understood that adjustments to the house and driveway have already been made in order to reduce the driveway slope to 20% or below for the portion of the driveway that exceeds 14%, and that those adjustments and their stability have been approved by the geotechnical engineer of record. For these reasons, it is found reasonable to allow a maximum driveway slope of 20% for the your site If you have any questions regarding these requirements please feel free to contact me at 425-771-0220. SincerFjy WARD C. SIBREL ENGINEERING TECHNICIAN cc: Street file BLD20060575 STREET FILE Incorporated August 11, 1890 Sister City - Hekinan, Japan 0 0 PLANNING DATA STREET FILE NAME: GLrrw-p Co, DATE: 3 / (4 /'O� SITE ADDRESS: H-om%e Dr, PLAN CHK#: o i. - os�b PROJECT DESCRIPTION: (onLw,,,, rv�j 5-6e-fi 17(.3 Z-53' D,,W �j�40_ gLW 'J8'14' '9V REDUCED SITE PLAN PROVIDED?: (Yes / No 11 �w7 P11"im MAP PAGE: 3g-7 CORNER LOT: (Yes /6 FLAG LOT: Mes /jo ZONING: 1"V, - 1'2- CRITICAL AREAS DETERMINATIONM 2-,on4 - -�z StudyRequired: Ge,4e&k Evr,6-.." �j DAnn.,( 13r.e.L ', Pe k,,#q 312,9 /as- QWaiver LSA S �,rve:j. L3Conditional Waiver SEPA DETERMINATION: 0 12 Fee Ll Checklist ofAPO list w/ notarized form LJ (Needed for 500 cubic yards of grading, Shoreline Area- site Within 200 ft. of Puget Sound or Lake Ballinger) car ,WE Exempt SETBACKS: Required Setbacks: Street: Z5, Left Side: to, Right Side: 10' Rear: 75' Actual Setbacks: Street: 25 - Left Side: 3 Right Side: �O Rear: 35-' Street map checked for additional setback required? No / DNA) No,.w -,e Ll DETACHED STRUCTURES: r-^e- 5 K—,.n @r ROCKER,ES: "a-- 3' o--,OL :7'+.4( LJ FENCES/TRtLLISES: 5�k-.Nn 5 Ll BAY WINDOWS / PROJECTING MODULATION: 401A - tn-�l J,-.VAWf LdSTAIRS / DECKS: v-4. "44 i-� Ar? j _ (1,b PARKING: Required: 2- Actual: 3 J'V� LOT AREA: 2 3 5'1Z- 0. LOT COVERAGLY: 23980 4� Calculations: ��7'j BUILDING HEIGHT: 4 bkA"twk, Datum Point:'o ",v, M heil� 4vt !?aArA%,- on d-01- Datum Elevation: 334.3+ Maximum Allowed: 2-5-1 33h.s Actual Height: -25, 0 3b, Sj- A-D.U. CREATED?: A— -4v SUBDIVISION: LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: ( s IQ OTHER: Plan Review By. New13PPlanningDataForun. DOC Coo ielv� b- STREET FILE Dennis M. Bruce, P.E. Alo tj.� 006 M. S--C. E., M.B.A. Geotechnical/ Civil Engineer 007 ati ok -S GITY 4,0 *- "Ere C) t4orm 6 15 Ivit-d" ROClVEMEFS E7T.Orl#jIga VJ Ar('" Tp"lous aco-mny. 'RF7Po&ry B\i 4-7?kvee� 13�1 ?01L KIAJ6 Alou SL&JP-S. NAS egAt"El 79157 PREVIOU"Y '5')BM'-rrE7A 5' pop-cra gr-s 16 �J vvma Race-E-AIES -ro A Srklr--� -OF RE" 0.,je,wre Re-r4lowe WArt-I'S -rat RE-TA(pi- WALC-9 brSI&OF, Z Y s-rp-()Cr F-Mewe. LWTINCH) APE- '4fP4k0UF1' STATEMENT OF MINIMAL RISK: 5L)Rq-r-e.-r -ro oAj St-rF . I AJ-5 A5-7c7760-e The plans and specifications for the- aL)k#JF6- FLL* S A)Elk) '""E' 11?a1f) _t(-0MEQ16uj �A .,have been reviewed by this engineer and conform to the recommendations of the analysis and report and, provided that those conditions and recommendations are satisfied during the construction and use, and inspected and, verified by this engineer, the area disturbed by construction will be stabilized and remain stable and will not increase the potential for soil movement, and the risk -of damage to the proposed development and from the development to adjacent properties from soil instabilif 'I be minimal. Y Will. A" .4ts&) g().3Jq(7_.rEJ VAL(t, r0k 71" 91-rE7 ==>> 9TIZOtT- -R57TAf)J- \AJA-(-Ls \JkUb/ �t)vq-Lmcr 7'o 0JJ a, of -C-14. amotiLg 7,-E-e.7-ri'ri6 A6o-m"E,, 'j E7QL) 57 By V 1 2 cz . nit -4z . FoUNDATIONS - SITE DEVELOPMENT - INSPECTION - D"NAGE - DESIGN & PERUrr - LEGAL L9c7u C t�ctf"(% rEXPIUS IMY M077 P.O. Box 55502 - Shoreline. Washington 98155 - (206) 546-9217 - FAX 546-8442 S2 -0'&S 1, t tj ICY C?e,, A. Op JI 0 111� CWY�k 4NO�Q 4K-) I lid Oor� 144V-zb *0 .."ve.& 15. MLAP-) 10 1 .14 01 1 Brus bmvm I JJI 00 go 7, -boo Ire /' It 0 % 4h IOID 7" 110, row -1 coll C;r Y7 -je;. crtaq)lrfo� 0 01.1 .1.1 V EDM 06-10 F 3 EB 15 nis' M. Br C A E. Geotechnical /Civil Engineer M-S.C.E., 09T FtE Z) t RIE5 March 29, 200d "CEIVED City of E:dm ds FEB 10.2006 le � clo Gurne Co any Buildp— r D&F-LOPMENT S�RVICES CTR. P.O. Box 3446 CITY OF EOAAONDS Lynnwood, WA 9804o Subjed: Geotechnical. Evaluation — Foundation Recommendations Proposed Two New Residences 1821L) Homeview Dr., Edmonds, Washington This engineering report presents the results of a geotechnical evaluation of the Gurnee Company Builders' property at 162xx Horneview Dr., Edmonds, Washington. This evaluation was required -due to owner / contractor concerns, as well as City of Edmonds requirements. REFERENCES: • Property Survey with topographic contours by LSA dated November 29, 2004 • Proposed House Site Plan (furnished by owner) • Photographs dated March 5 and March 10, 2005 by D. Bruce, P.E. BACKGROUND: The overall property is irregular in shape with significant curved frontage along Homeview Dr. (see Survey Map). The overall property is founded on the south portion by Ridgeway road. The property has never been developed. The overall property contains significant slopes with numerous discontinuities of grade (see topographic map). It is understood that Gurnee Company Builders proposes to construct two new single-family residences (one in the southerly portion of the property. and the second in the northern portion of the property). NOTE: This engineer understands that the overall property is divided into two parcels (see!-3urvey Map). SOILS , FOUNDATIONS - SITE DEVELOPMENT - I-VSPEC7701V - DRAINAGE - DESIGN& PERMIT - LEGAL P.O. Box 55502 - Shoreline. WA 98155 - (2061 546-A917 - FAY 19M%'rAA-QAA*3 City of Edmonds clo Gurnee Company Builders March 29, 2005 Page 2 Visual evaluation of the property reveals no evidence of any geotechnical distress: no slides, no settlements, no soil tension cracks, or any evidence of erosional -degradation. The adjacent property to the west consists of a single-family residence on similarly sloped property. EVALUATION: � In order to augment the existing site geotechnical information, 4 soil test pits. were dug under this engineer's observation on March 10, 2005 using a rubber -tired backhoe (see photographs). Two test pits were dug in the probable vicinity of the proposed southerly residence. Two test pits were dug in the probable vicinity of the proposed northerly residence. All 4 test pits revealed similar sub -grade conditions, namely: 0" to 8" Forest duff, organics and organic silt 8" to 8' (bottom of pits-) Dense to verV dense sands with gravels No water was encountered in any of the 4 test pits- All test pit walls remained vertical and stable. No sloughing or caving occurred. CONCLUSIONS / RECOMMENDATIONS: Based on the findings of this investigation, and experience with similar sites in the area, the property at 182xx Homeview Dr., Edmonds, Washington is -geotechnically approved, for the proposed two new residences, subject to the following: • Soil cuts steeper than 1: 1 and greater than 5 feet in depth will require temporary shoring consisting of Ecology -Blocks, per on -site geotechnical 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. City of Edmonds clo Gurnee Company Builders March 29, 2005 Page 3. 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 nafive 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 three thousand (3,000) pounds per square foot (P.z.Q. 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 ioundations 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 Coefficient of Friction Passive Earth Pressure Where: Design Value 0.55 350 P.G.f. (1) p.c.f. is poundsper cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. City of Edmonds clo Gurnee Company Builders March 29, 2005 Page 4 . 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 eAsting 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 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.q.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid densities. For restrained walls which cannot defect 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 9 City of Edmonds clo Gurnee Company Builders March 29, 2005 Page 5 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-Pperated 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 is not exceeded because of a build-up of hydrostatic pressure behind the wall. Thia 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 report, this engineer understands that temporary cuts will be shallower than 1:1 . On -site geotechnical inspections to verify. if soil cuts are deeper than 5 feet in total depth and cannot be made at a 2H: IV slope, then 1p"Roram shoring consisting of Ecology -Blocks will be required. On -site geotechnical engineering inspections to verify. 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 h . eight 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 recommendafions by the geotechnical engineer, excavation cuts may be modified for site conditions. All permanent cuts into native soils should be inclined no City of Edmonds clo Gurnee Company Builders March 29, 2005 Page 6 is steeper than 2:1 (H:V). Fill slopes should not excee * d 21-1:1 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. 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 fifter 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 and surface water drains must be kept separate from the foundation drain system. No groundwater was observed in any of the 4 test pits 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 stnipped 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. 11 City of Edmonds clo Gurnee Company Builders March-29, 2005 Page 7 11 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 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-1 557-78 (Modified Proctor). Use of On -Site Soils If grading activities take place during wet weather, or when the sandy, on -site soils are extremely wet, site preparation costs may be higher because of delays due to rains and the potential need to import additional granular fill. The on -site soils are generally sandy and thus are not highly moisture sensitive. Grading operations will be difficult when the moisture content of these soils greatly 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. City of Edmonds c/o Gurnee Company Builders March 29, 2005 Page 8 9 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 inspectidn. DRAINAGE CONTROLS: No drainage problems were evident with the overall property at 182xx Horneview Dr. As stated, the property contains significant contours with numerous discontinuities. No evidence of any drainage course or "stream" was found on the property. Obviously, there are high points and low points within the overall contours. The clean, permeable sub -grade sands allow for on -site infiltration. . This engineer recommends a drainage criteria permeability rate of 13 inches per hour for design purposes. Once specific house plans have been completed, this engineer is available to provide infiltration design and specific criteria. ACCESS TO LOTS: . At the time of this report, this engineer understands that access to the southern residence will be off Ridgeway Rd. at the western end of the property. This access location is -geotechnically approved, subject to specific inspections by this engineer. It is understood that the northern residence will have access off of Horneview Dr. in the vicinity of the "flatter" section of the property. Both these locations are geotechniGally viable, subject to on -site inspections. CONCRETE: I All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.) shall have a minimum cement content of 5-1/2 sacks percubic yard of concrete mix. SLOPES — SETBACKS — BUFFERS: There are no geotechnical conditions that limit or restrict the location of either of the two proposed new residences. As stated, the actual excavation depths and proximity to slopes may require temporary shoring consisting of Ecology -Blocks. City of Edm onds clo Gurnee Company Builders March 29, 2005 Page 9 INSPECTIONS: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: 0 Soil cuts * Temporary Eco-Block shoring (if required) 0 Foundation sub-grad6 verification e Any retaining wall, or rockery placement e Any fill placement 0 Subsurface drainage installation 0 Temporary and final erosion control SUMMARY: The proposed two new residences at 182xx Homeview Dr., Seattle, Washington by Gurnee Company Builders are geotechnically viable when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and requirements, and key geotechnical inspections during construction. GEOTECHNICAL REVIEW OF FINAL PLANS: At the time of this investigation and report, final house plans were not available for review. As stated in'this report, the proposed two new residences may be constructed on conventional footings, subject to geotechnical inspections. Actual excavation criteria may require use of temporary Eco-Block shoring. Prior to final permit issuance, this engineer should review the final house plans to verity compliance with the recommendations of this report. . Upon satisfactory review, a "Statement of Minimal Risk" will be issued. 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 M L--j City of Edmonds cto Gurnee Company Builders March 29, 2005 Page 10 0 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. Dennis M. Bruce, P.E. Geotechnical I Civil Engineer DMB:abj VI- Ale Of DEPARTMENT OF BUILDINGS PER INTERNATIONAL RESIDENTIAL CODE.SECTION R110 AT: 18210 Homeview Dr. Building Permit M 2006-0575 Occupancy established by this certificate: R3 Dwelling Units: 1 No. Stories:— 2 Basement: N/A Type of Construction: VB Owner of building: Linda Fenton The Single Family Residence at-182101-lomeviewcl)r. has been ins-pected.and approved complying with the requirements the 2003 edition of the International Residential Code as adopted by the-'Cfty for ftie group and division of occupancy and the use for which the proposed occupancy is classified. Issued this 4 th day of October, 2007 Chief Building Official By: Any change of occupancy or use requires a building permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official. VAOP� lo* -ell N. fc Ae 140, t ACCEPTABLE Tl(*ill.l WATI�A & SEWER W,,ve- - - I I I I i MATERIAL IN�pE&ONS, REQ'Dz 10 $DR 36. fL44 Aa, mgmi-0220 SCH 40-. 49 12 lo V 00 1-7 IX0 COO 0215 00 tXR1 TRACTORnlIESPONS f- + l/ 11 e ..� I �r= 11-FO ZSICON CONTROL AND 6A 1, I.CrIG & S lK FORM -Ni am xAr%" 90-A 're —VZ_ *01/ �Wf4it4ca 9(�: 5+f., IN REQUIRED vq 1,, 49016 .4, Ir WATER WAY COINS"ll-RUCT11 N PERNiff '0 01 T- F- o STUB AND IN8PECTION REQUIRED P� aw -r b, J Z.0 C) A Lutuvuj. -Z- 4�atcf 5 0-w so :V car totTREET FILE 5�_ Cl. 0 to �v CD a R. cn fv'�&tjGr PcA-03 S-15%.M s F;tR W OT RE�O E DU WP 4-600 OJ Ml S' 06"Aff .L CD 4WI 0 LL_ 1:;r rAk I u� 4,tM"l CZOJ 1, U9 CD CN C4 I T_ c. 0 '5�,45Rv7"% . 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I.. -1 I 6_10 . its - . . ,3-4 . . .L I k il . .. . v " w I , . . . , . \ L . N . . . I . : v -I - . INCHES .HIGH*. AR13UND CATCH* BASIN ' - .4,? � / . Al "Ill .. . . .. BETWEEN FRA ' ME - . *. . . . . I . . .. - VS& WASHED GRAVEL. . . . #00 . I * . I , . . I in - . . . . Z .. L . . . . . . , 1! � sr.00 - + I am . . . . . . . I . I . . * !.?'Lw " . I . . . . .. . . . .. . . . . I '. . . . . . . . I + , , a .. . I . Ili .Sc ICA+ - .- . ... . . . % . WATER. .L L.. . . . . I . .1 I . I so -p . T .. _.. .11 �* . . I - STMIE . . . . TO FILTER . .1 ., . - . I . it ,,:� , ", - .6,... . I . . . v - I - I 1 14 . 'AY BE USED'IN CERTAIN. -UMSTANCES <SEE DETAIL -E1.1.1) I , i� ,.A . " I - - - 0365;75. .. dP . . .1 . ... . I . � I . _,I 7- . STRAW BALES. .M CIRC . . . - I cq;. rw - ..... . q . . . .. . . ! . . . . I I . . . ' . � � S;Pbffm�eA . I . . . I ". - . . .- . . pl, . .., . . . . . . . p . . 7- : I 11 - - . .. , . - I . . . . VAL:'.OF �CITY- ENGINEER 13R HI9/HER REPRESENTATIVE. . .1 . . 1: 77 - .1 , . . . . . .. . � . I . . . . . . . ..,.. , . : . . . . ,. - / . .. . 1.=r1-_',, I- � L 'TIMES DURING - - . . .. .. I ..p .�. . . . P�$ r';-i_,L, . r4'r OTED . . . .. . . . � �4 C . L , . . . .# , - STRAW. :MAINTAINED.- -AT 'ALL j I., . I - .(I . I . . , i I . . . . OF; . THIS APPLICATION SHALL BE . . . . . . . . . 1+ - - #- ap.. . . I I . . . . . . . 6 J_ . . - - . . BY ;: i i `-",',',E E R I N G . I . * . . I .. . . . . . .. . . . I : 10 . f .... . . . . I . . . . . L L_ , - - . .. . . .. . . - . . . . . : .0. 0 I II / . - - WAY IOD- . . - .1 . # I . . ... RO�*GE . CONTRUCTION'PEk . . . . . J . . . . . . 11 . I . . . , L' .. .. . . . . . . I L , . , &C . . % / . �.. . - -, . . . ... L . i if �.& .., L R1 S � . . . .. rAi,I4;ffA'n_ . . . I + . . .� of IIIIIIII0., 6J`_ . -SP ... . ve, - ., '' . . I . . . . . . . , . , t / I . . . . op 11 .. . . . I . . . i . - .11 61 Ir ., . . ;, , ' L , -�L, � . . . . . I . S I , 5, " ... 9 . 1:1 01 ... , f . . . - �k�� I . . . . . I . . . i . % '. ! , . . , I . .1 , * - Dille: -,- __ . . . . . . . . . . . It � I A. I . . .. . . . . _ . . II / . -------- �. . L + . .. . . I I . A . i . . . . + I , . - . " I . . . . I ER SHALL -MAI . . . . � . I I , t. 1'. 36 . . . I I . - - I . . ..:%% + ... , '�.'-- . . . , I L . .. EROSION CONTROL. . . � .1 I .. :. . .. .. .1 L . .. . . . I I . ! . . . .. . AL -ESL TO'INSURE PROPER . CITY INSPECTION REQUIRED ON -ALL . . . . . . ; -% .16 -� \ 1: - . . . . . . . .1 - I L - � . . . i, . . . . . . �,- . ,.*.�:. . . . . . EINTROL-METHODS BEFORE - L. I . .. . .� I . I . .. . .. . i-I . .. .. : 1. � . III . 44 .iIIII . . . . .. . .. - 5aw-- . . - I . . - . III . . .1 . - * I EROSION'C . . .L!b t. - r, �tf 4. .. . . . - II�vr I �. 1. . . . . . R FE, G U B . .!b I . .! .. 3 . ! . _. . .. . . . . . .. . . . . . .. . . � . - :-..I-. % -% % %. .. . "44q . . : . . . . . . I . . 1. . . i . % - . - II m - . L 1% - . . . ; . ' : . . . . OTHER WORK CAN BEGIN. . I c I . . .. . . . . . I + . . 01b - *. .% % .. L . . I : I . . . . . . . . . � - - - . - , . i % lk ''.. . . %". . %. 1% . . 00 -L. &Kt�w . . 1� + __ . ,, I I !IIIIIIIIIIIIIIIIIIimm. - . -ALL EROSIOW, CONTROL . . I N. .% �'.. I . . t ____ . -'.REQUIRED OW. . + . L %. %, --- , ;. . % .. 6Af* 6) � = � CITY INSPECTION . _ ... %V -YA 9-. R, r-"`IIII`I` S LF B SEF 1 3 2906 IIIIII. - . . . . � * . .. � . . I 1. �.* ... %%� %\ . . . . . . . . . I . . %F1I . . . . * ' I . 9EGIN. . .. . . . . . - .. � I .. . . % .. . 1% I " % * %* -�� -,. c� l!"It'17, DIN6 DEPA :NT I . . . ` .. . I . . I � * _.. .I #4 . . . I - N*. ,. :!�, A., k . .. ., I .. . .. . . . . ... . .. I .... . .. . L .. . I . . . .-% '.. . % - -%,II . T/e- ,::::;r- . ", i � -, j . j C":.: - BUIL . . . . - . .. .. i :.. ., . . :.: : ! : , . . . - -_ I . I - li% . % . - . % %b -I % % . � yv I ;�-_;,; " I 11 - - I .; . -0000". " .CITY 0--F ,E-D MONDS , . I . ,.,. ... + . _ www"a-I -.I - =umm + ... . .0 . , . Q5r . . I . . . I CITY OF EDmONDS . - am - *1 . . . - ____ . . .. .Mmomm." . 1. . . . . " .. . .% % . + ... . I . . IREIIIIIIIam - NG I ... . .; . .'. . . . . %% �-_Oii_oii! -I - :, iIIIIII% �-%,%% 1% . .. . . .. I.. !.;�,;:.... * . t *. .*.im; � . . . ., ; , ., . 1% , , . .. : .. . . . . .. . I NNEXIIIIIIIIIIIIIIII0 . ... . . :. o! J. : : "L:* . I - - . %S . . . . . � . .... .-:- , ' - /_ - .-N * % .0. . *I - % I .. : !�; 7!:'�.-.D=-:! R74 _- N-1 . -.. q .' , I , - % �11% . '* % . N In_ __A_ 1. . . . . . . . . . .. . . . . 1 ft.6�.. . Z% _�� .%.-% %1% % - . . . . . I . . . . . . L. . . .... . . . . . . I . - . 1� . . AprowmMr I - . .4.'. .. -I - * . . . . . . . --or', , F . : . 0 . . 11 :: � REVI . - f ..?.' . % -, -.-*-O. "I 7% .%% '%,% . . . . - - . . .. . ; , *F . % %-., .� -1 - - - - . _._,--J"._JL�D�:� . . . I . . LQN - . . : .... , . -I NX1 ... " ...-I ..D.-M, "E.) -S. -%. ".... + . .,. -ft,I \1 I . -STTAN:DAR-D -DETAIL ." . � .. .. .. . .. . . �+IIIII . � 96 . . . . . - : 7. .. 1-11 - ; -,, - L4 1% % L . ) T1 - - . I I . . . ' . . . . . . . I 1111 . . . �% :- .. . . % I%- 1 . IIIiIii.. . . . . . . . I I . . . . . , * . . . i . .1 . - II �, - % hi, . . . . . - 4 . .. __ .. . . . . . . - %1I . , I . - . . . ,.`RF_Vz1S10NS *IN DARD" ' ''D ETAI L.; - . .- ! ' ia-1.1 k . , . . TM= SO= � - . I ...* r I - .. . . -:-`.'. * . .: . I . mormmmm= 1 ,%. V I ... - - - . . - I . .., I SSWOUDARK .. . .. . I . .. I . ... �. .�+ . ... .. . . 1_.-"� .1 . . . ..... . . ___ . ..", - STA . - t A%%" �� . .. ... - . . .�;-4,;& . .� . . . . . . I . . . .. I . Is . . . . . + . . . .'.' L * ..MTE* . i ftap, . % .. . I . . I t ; . �, .. , . . I . - . %. . t I SC= . . � m+ I E1.1.1 . .. . . .. , - . . . _. . - � �' � . . . ,.:.:. . . . . - . . II 1% ., ... % ,.* .. .. . . . . . . . . . . 11 - ia/w.co., NTS % � . . . . . . . . . ...L I ... . . . . .. � % . . ... . . .'- . . I I.— - I I , , - . . . '. - r :b,ItT--`- - 10/V63 .. . I - - - 1* 11 I ... . . . . . .. . .... . I . L I . v . . . I lillIilli 0 .. MHEOWTUMICATCHO.A.M.. . .. � . . ................. I . . , 0 . ... L I 'Emp I.. . . . . . - . , - - . . L . - .-, 11390 - - . . . :. .. .� . .. . Mom.lommimmollsominuml' .1 11111 Now= 1. . . T . . :., .. . - . . . .. ..... . : , .. , .. . . . . : . . .. . �. ... _. . . . . . r . , . . . . . ___ . . . = . ... ... . . . . . . . ; . . . .., . . . . . . .. . .. . .. - . . . ... .......... . 1. . .. . . . . - . :... . . . .. ... . - . . .I--..- .. . . 1-- .. . . .. . .. . .. . ... . . .. . ... L ... . . . . . 2.1 � .. . . 1. . . .. . . . . . 1 ... -r'. * A M~ . . . *! . . :. . . . . . . . . . . . . . . . . � A i . . . I . : . . . %;' . + . . .. . I . . . . . � . I . � . . T% - -c"c . in . ... nA.-m.m .- . = . .. . . . . . . . . . . ; . 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'. . . . + . . ... .. .. : .. - . . . . . pin: - - . . . � , . . .. . ., . . . . . - '+ :.. . . 1 1 m Im!m ___ - - im - Ig ''I 1: I � 1:1 . .. . ... . w,o_-j?k1II3, �--U� -, � ii�� . . .. . _____ 11gs a . om I 3'2��wdlumd 1 11 .11 . . I OEM I ;I1111IM110111m momm Kwam!: S11111mommum" I wam m i __ __ ... . . I 111 . . I I I - . . . .. ... . . . . .. I . . . .... . . '.. .. . . . I . I . .. .1 � . ..:.. . . . . . . . . . . 11 11111 I 11111 i I i-i'loill,Uiiiili ------=- I ___ ___ . .. ... . . : ". 11 . 1, 1. .. - � ... .. .. . ... 1. . . . + . . .. �'. I . . . - . - . . . . . . . . . . ... .. . . :. . . .. + . ; . . .1 . .. .. .. r . .. I L . . . - . . . . . . - _ .. . . . . . . I .. . . . ... . I . . . . :. . r :. . . . ..... . . . . . . . . . . . � .. . +. .. +..I..,. .w. I . ....:...-..,-.,:,. * I*. . . .. . . � . . . . ... r . . . . . I o. . . . " . . . r . . '......... ".., . . . . . . .. . . + . . . . . .. . . . .. . - - - ..1. .. . r . . ... � . . . . . I �5F� C(Ja6�� 01) 119"u 1 i _a 4. " wo� RESUB NOV 0 9 2006