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20000977.pdfJPERMIT EXPIRES USEE PERMIT CITY OF EDMONDS ZONE 5 NUMBER CONSTRUCTION PERMIT APPLICATION JOB ADDRESS 0 Lg A IN LOT �T ;M�JSUMN NO I S -1-MIOLING ADDRESS PUBLIC RIGHT OF WAY PE OPFICIAL�JA­TMAP EXISTING — PROP.E'01�� 0 A �,_ V 101. RX""N ==-ir-3 , ZIP TELEPHONE ?go2 2, "IT� S E NO, OF FIXTURES UIRID PFWREQA f I _ 0 YES 00 NO 0 ACDRESS IZ_ II.AAKE E OWNEWCONLRACI�01`t RESPONSIBLE 1011 EROSION CONTROIJDRAINAG�E ENGINEERING .. 7 ....... L"Le ?/z, - ... BE P, 6, &v, FIRE REVIEWED By DATE zi TELEPHONE q, i VARIANCE OR CU — $HOIELIIII OR AD" INSP R 0 YE! — jfATE LICENSE NUMBER AT� SERA REVIEW COMPLETE I EXEMPT 4 SIGN AREA ALLOWED PROPOSED 'HEIGHT ALLOWED PROPOSED /4f* ROPERTY TAX OUNT PARCEL NO. 'TIAL NEW PLUMBtNGiMECH 14 LOT COVERAGE ALLOWED PROPOSED REQUIRED SETBACKS (FT.) FR��NT, R7 PROPOSED SETBACK$ (FT.] FRON UR SIDE REAR 0 MPLIANC OR 91 I -1 /,,,, 0 ADDITION COMMERCIAL 0 o COHANGE OF USE PAR ING LG AREA 118 DATE (3 REMODEL 0 APARTMENT -!ga 0 SIGN REQ'G PROVID ED , -2J -04 REMARKS CY.E 0 PENCE C] REPAIR 56 X FT) r] DEMOLISH 0 TANK G G' lARP.AT C] RETAKINING WALL RENEWAL A , E (TYPE OF SINESSOR ACTIVITY) EXPLAIN: 11-7 L A CHICKEDBY JTYPEO�C��­I�,��,lll Z DWELLING UNIT. DONE PLA CHE K NO: ov— VESTED DA79)Z THIS PERMIT AUTHORIZES ONLY THE WORK NOTED, THIS PERMIT COVERS 'OAK To BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CLASS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT APPLICATION: 160 DAYS PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS SEE BACK OF PINK PERMIT FOR MORE INFORMATION 0 'APPLICANT. ON BEHALF 0 HIS OR HER SPOUSE. HEIRS. ASSIGNS AND SUCCESORS DEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF IN INTEREST. AGREES TO I M EDMONDS. WASHINGTON, ITS OFFICIALS. EMPLOYEES� AND AGENTS FROM ANY AND ALLCLAIMS FOR DAMAGESOF WHATEVER NATURE. ARISING DIRECTLYOR INDIRECTLY x FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED To MODIFY, WAIVE OR REDUCE ANY REQUIREMENTOF ANYCITY ORDINANCE NOR LIMIT;N ANY WAY THE CITTS ABILITY TO ENFORCE ANY ORDINANCE PROVISION SPECIAL INSPECTOR AREA REQUIRED 0 YES lsrm� OCCUPANT L(Gt, CAD IM. 17,0 REMARKS ROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REQ'D 3� TlCcr. clf&I,,F­T­ It 5Eqto ItenAl fi-r*j VALUATION FEE PLAN CHECK FEE BUILDING PLUMBING MECHANICAL GRADINGIFILL STATE SURCHARGE ENS, REVIEW FEES ENG, INSPECTION F E PLAN CHECK DEPOSIT ECEIPT TOTAL AMOUNT DUE BE IPT I HERESY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATIUN, THAT THE INFORMATION GIVEN IS CORRECT; AND THAT I A. THE OWNER, OR T 0 V AUTHORIZED AGENT OF APPLICATION A �PRO L IS WHE. IA.FEET....PLY IT ETA LAWS A GUILATING CONSTRUC- ATYE.0 N WILL BE EMPLOYED CALL D -d E PERSE T' .IN. THE W. 0 TICIN?AN. IIV I,. AXHG��,;I�Tyl)ATIHEA OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION �z _111 wl. IN VIOLATION OF THE LABOR CODE WORKMEN'S COMPENSATION INSURANCE AND RCW 16.27 OF DIALS SIGNATU DATE SIGNA RE _�AG DATE SIGNO (425) 1 - - , 771-0220 E ASEDBY EXT 333 TTfENTION UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL 771-0221 IT IS INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI� ORIGINAL - FILE - YEL A FINAL HAS BEEN GRANTED� UBC SECTION 109 FAX PINK . OWNER - GOLD ASSESSY CATE OF OCCUPANCY 5198 z 0 OX c m m 0 0 80 a On T 0-1 c z co om n m m o Ous o Fn t M 0 z z 0 0 m tow&, 'Jill May 15 2001 Tricia Bennon M�- plans Examiner city ofEdmonds RE: Revisions to Permit: #200977 r.W Project Address: 9203 Park Rd. Establish Datum Point 01; "0 Tricia, This letter is to confirm the datum point for the proi ect at 9203 Park Road. The datum point has been established atop the electrical transformer that is located 5'6" from the West property line oftot 5 and 77' from the North property line ofLot 5. Based on the surveyed topography the datum point elevation has be en calculated -�MW to be at 356.4 using a transit instrument from a monument point (#4061) establishbol-'at; Park Road. The electrical transformer is a permanent structure installed by Snohomisibr. n County PUD. Oj A Thwk you, Bill Lihudis Lihudis Properties Inc. BOWDOINWOOD CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON S.OLSON SCALE I I"= 50' M-LAURENCE 771 1 .­ ! LJ I HEYDON/ KAPP Y N of, 6 ei 0 9799 0) T. 27 N PARK 4 ta 14630 4. 19 O.TRAYLOR 30 n ul W, Woo V3 N'S F—.5 0 4 F—Iw CL AM6RT 16434 ZO' 0+00 0 x C\j 0') 3 6001 10 0 40 Nos-05,2 cl 106.32 ui .,L 1' 0 ivs z Z Boas 2 w > e 10 so'. - 00 20' W (P& —,Qo A: 4r) o0 P o/ N tp 1 0 0� C-SNAi" Otis 45 DESCRIPTION IS PLAT IS A REPLAT OF A POR I ION OF LOT 10, BLOCK 5, ALDER ()QD MANOR NO. 9 DESCRIBED AS FOLLOWS' BEGINNING AT THE NORTHEAST CORNER OF LOT 10; THENCE SOUTH 0*39'17"WEST A DISTANCE OF 464.46 FEET TO THE SOUTHEAST CORNER OF LOT 10; THENCE NORTH 73'06' td'WEST A DISTANCE OF 234.66 FE�T; THENCE NORTH A DISTANCE OF 120.87; THENCE SOUTH 88* 50'3f" EAST A DISTANCE OF 100.00 rEtT; THENCE NORTH A DISTANCE OF 280.00 FEET; THENCE SOUTH 86- 50'31" EAST A DISTANCE OF 129.89 FEET TO THE POINT OF BEGINNING. COVENANT OWNERS, AND AL SUBSEQUENT OW THE SUCCESSOR', .PARTIES HAVING THE CITY OF EDI� RESPECTS FROM� FOR INJUNCTIVE, NOW OR IN THE mENTS BY REAS�,� AND MAINTENANI�1,11, WAIVE AND RELE1. ALL CLAIMS FGR SOLELY BY AN A�l� lIVE RELIEF WH�,;;,, OR ASSIGNS, MAI� BY REASON OF T OPERATION OF S,i:,", TREASURE�, I KIRKE SIEVE WASHINGTON, 00 H THE WITHIN DESCR PAID UP TO AND 11 COUNTY TREo RECORDINC FILED FOR REC -_ .--- AT __ 0 , 19 PAGES —AND ---. SNOHOMISH COUNTY AL I I " to F7. I /,d KI r Go e 0- REC IVED post Office Box 2385 KWand, WA 98083 OCT TeL. 425,827.1084 Fax, 42S.828.9443 PERMIT COUNTER Lilludis Properties Inc. Job Number 20076 October 6. 2000 P.o. Box 82602 ycnmore, WA 98208 subject: Geotechnical Engineering Report Lot 6 - Edmonds Short Plat #P-92-147 Dear Mr, I.Ahudis: We are pleased to present our Geotechnical Engineering Report for yew proposed new single-family residence to be constructed on the vacant Lot No 6 short Plat #P-92-147 in Edmonds Washington. The purposes * of subsurface soil and of our work were to professionally evaluate groundwater conditions, recommend general procedures for the grading and underslab treatment in the building area, and provide foundation recommendations. The scope of our services included: 1) Logging and sampling one test pit excavated to a depth of six feet below existing grades. e with our understanding 2) Preparation of this report in accordanc Mject requirements and generally recognized local geotechnical engineering practices, No other warranty is expressed or implied. Plate 1, attached, provides the guidelines in the use and application of this report. ct Under=dings: 7his office was not provided with a complete set of plans for this project, We however we were provided with a reduced copy of a Site Plan. anticipate the new structure will wood frame and have multiple stories, with a basement. The lower floor for the basement win be about 2 feet above existing grades. Maximum cuts on the order of three fact are anticipated. If the project differs significantly from our understandings, please contact this office for supplemental recoeunendations. ,a/0612000 13.04 4255289443 11AVE A GIMAT DAY PAGE 03 Job Numb LOT 6 SHORT PLAT #P-92-147 er20076 October 6, 2000 Page 2 GenerAl Site Condiflons, - Surfage: The proposed new structure will be constructed on the vacant parcel known as Lot 6 of Short Plat #P-92-147 in Edmonds, Washington. The attached Vicinity Map, Plate 2, shows the general vicinity of the site, 0. At the time of our fieldwork, the proposed building area was covered with brush and a few trees. The proposed building area had a slight to moderate slope generally to the north and northeast, one test pit was excavated with a backhoe to a maximum depth of SiX feet below existing grades at the approximate location shown on the Site 0: -4 & 0 C; 'y the undersigned Plan, Plate 3. The test pit was logged and sampled b engineer during excavation. The lop are attached to this report. Field M W'' Z i p density interpretations are summarized on ft test pit log. Although there miky very well be some variation in the subsurface and/or > Z! 1 conditions may not be readily apparent from the ground surface, we Onf expect the following subsurface interprets tion will be essentially correct* -Mn Our field tests revealed a eurficial layer of loose sandy soil over the M M111 building site. This loose soil was 3.5 feet deep at the test pit 0 ra� Or-: location. Underlying the loose surficial soil is a dense gravelly sand with variable amounts of the sat and cobbles, Standing CW groundwater wasnot noted in the test pit during excavation - The final test log attached to this report present our interpretation of the field data. The stratification lines on the log represent approximate Z' boundaries between soi I types at the exploration location. In actualit3r. the transition may be gradual. The relative de neities and moisture descriptions on the log are interpretive descriptions based on observed M Z' conditions during excavation. The Ic g should be reviewed for specific subsurface information at the location tested. M LOT 6 - SHORVPLAT#P-92-147 October 6, 2000 Job Number 20076 Page 3 Conclusions and ReOMMIRMUM The following general geotechnical conclusions can be drawn from our field and laboratory test data: 1) The surficial loose soils am not suitable for foundation support, 2) Footings must extend to the den- gravelly sand. Reinforcementwith a minimum of 1. 5 feet of densely compacted two to four -inch quam spall r0A may be required. Footings may be designed for a bearing pressure of-.2,000 pounds per square foot (pef) 3) The trench for any spalls must extend out beyond the footing edges a minimum distance of one half the spall depth. 4) we recommend footing drains around all underground -all& Positive drainage to an appropriate drainage structure is waterproofing is required for all underground recommended. walls. As a minimum, Subalab Plastic sheeting is also recommended. 5) In our opinion if the site is developed in accordance with this report, the site will remain stable. new structure may be supported on conventional The proposed continuous and spread footings bearing, on competent dense gravelly a minimum of 1.5 feet of sand which may require reinforcement with All otin densely compacted quaM spalls placed, stop the native. fo 9% should bear at a minimum depth of 1.5 feet below e)dsting gmdea.. A bearing pressure of two thousand (2,000) pof may be assumed for footings bearing as specified above. The design bearing pressure may be increased by one-third to accommodate short term wind and seistnic shear failure, we recommend loads. To provide -protection against Ixtee continuous and spread footings have minimum Widths of 6 n (16) inches and twenty-four (24) inches, respectively. I LOT 6 - SHORT PLAT *P-92-147 Job Number 20076 October 6, 2000 Page 4 will settle We estimate that footings bearing as recommended approximately one-half (1/2) inch between building corners or for every fol�y feet of continuous footing distance. Lateral loads such as wind and seismic forces are accommodated by friction between the foundation elements and the hearing so"s and by passive earth pressure against the foundations. However, passive earth pressure is only available if compacted structural fill is used to backfill against the foundations, or the foundations we Poured against the existing soil, The passive resistance of undisturbed native soil and properly compacted structural fin may be assumed to be an equivalent fluid pressure of three hundred (300) pounds per cubic foot (PCA. D_ The Site is classified as Seismic Zone 3 by the Uniform Building Code. We recommend the designer utilize site soil coefficient SD in their analysis. The site should be graded during construction so that surface water is directed away fro= any excavation. Water should not be allowed to pond where foundations, pavements, or slabs are to be constructed. Final site grades adjacent to the building should be sloped away from the structure for a minimum distance of ten feet. Roof and surface water drains should discharge to an appropriate facility, rooting drains are required around basement walls and should consist Of a slotted four-inch-d . iameter PVC pipe bedded in, and covered with a minimum of six inches of drain rock. The invert of the pipe should be placed at the elevation of the footings. A non -woven geotcxdlc fabric (Mirafi 140N, Supac 4NP, or other equivalent) should be v� rapped around the outside of the drain rock. The p%rC pipe should be sloped to drain, and may be connected to the roof and surface water discharge Pipe down -gradient and away from the structure. The pipes should discharge to an appropriate discharge facility. L 10/0612000 13:04 4258299443 PAVE A WID-A I VAY LOT 6. SHORT PLAT OF-92-247 job Number 20076 Wober 6, 2000 Page 5 _ft,,,WULWA§loRes. Temporary and permanent excavation and slopes for this project must meet an applicable government safety regulations. Temporary cuts to & depth of four feet may be attempted vertical. although thev will most probably not hold. Excavation slopes greater than four feet in depth should be cut no steeper than 1:1 (Norizontal:Vertical) for the entire depth of the excavation. Flatter slopes may be required depending upon local variations in soils conditions. If there is groundwater present, flatter slopes should be anticipated, Contractors worldng in excavations should use caution at all times, sudden caving of the side slope$ is possible. permanent cut and J*dJ slopes which are not otherwise reinforced should not exceed 2-1 (HV). We can provide slope reinforcement desi . gn guidelines, if necessary. pquDd �11.taln' �W' Foundation and retaining walls must be designed to support the lateral earth pressures which abutting ,oil. win impose. The Mowing recommendationO are for walls which are less than twelve feet high that support level bacIXIll' Active Earth Pressure ......... ............. 35 Pcf passive Earth Pressure ......... ......... 300 Pcf Unit Weight of Soil .......................... 125 Pcf coefficient of Friction ........ I ... I ..... — .... 0.35 The Active Earth pressure recommended above assumes the wall can deflect at least 0.002 times the well heighL if this assumPtiOr' is incorrect, OL uniform lateral pressure Of one hundred psf should be added to the wall pressure given above, ded above are ultimste valuer , and should be The values recommen recommend a reduced by an appropriate safety factor. As a guideline,,we 5 for overturning and sliding- The minimum Factor of Safety Of 1-! an resultant force from the soil (neglecting the Passive Pressure force) c becalculated by taking moments about the tGe of the wall. The resultant force should pass through the middle third of the footing- Z O� 4'. 0 M am C a M 0 M 'o C 01n, n M M a 0 0 C: z 0 M 4268289443 HAVE A UkAl VAY eAl= Of LOT 6 - SHORT PLAT OP-92-14 7 Job Number 20076 October 6, 2000 Page 6 The above design values do not include hydrostatic pressures behind the walls and assume that no surcharge slopes or loads (such as traffic) are placed above, or near the walls, Design values can also be exceeded if heavy construction equipment is allowed within ten feet of the wall. if any of these conditions exist, then the above design values should be augmented be appropriate additional pressures- if walls higher than twelve feet are required for this project, please contact our office for additional reconuriendations. Foundation walls should be heaviLy waterproofed, and then backfilled with a clean, compacted, free -draining granular soil or an approved drainage composite. This will prevent 'the buildup of hydrostAtic pressures. The wall backfill should contain no more than five percent gilt and clay, no organics, and no cobbles greater than four inches in diameter, The percentage of sand (from the #4 sieve to the #200 sieve) should range from 25% to 75%. During compaction of the wan backfill, cam should be taken to not damage the wall. The top one to two feet Of wan back0 should consist of a relatively impermeable soil or topsoil. .site construction should begin by stripping and clearing the Property of all vegetation. organic -rich topsoil, and any other deleterious Material - Stripped materials may have to be removed from the site. Groundwater seepage was not noted during our fieldwork. Nevertheless, the contractor should anticipate and be prepared to accommodate moderate to heavy seepage into even shallow excavations. Structural fill is defined as any rill placed below structure, including slabs, where the fill soils would need to support loads without unacceptable deflections or shearing. Structural rill should be placed above =Yielding native site soils in maximum eight -inch -thick loose lifts and compacted to a minimum Of 95% of Modified Proctor (ASTM D1557). soil is typically difficult to place and compar ,t as structural rill if more than three percent from the optimum moisture content at the time of compaction. During wet weather or under wet conditions, structural fill should consist of a granular soil having less than five percent silt or clay (measured on that portion which passes the %-inch sieve). During dry weather, water may have to be added to the soil to achieve the required soil density. Z 0 0 4 "n C a, i 1� R M tQ -40, 0 M 10 C Z > C :0 -n rn ML 0 :z -4 Z W K 0- 4 0 rn� FAVL A tNXtAl UAY 13:04 4258289443 LOT 6 - SHORT PLAT #P-92-147 job Number 20076 October 6, 2000 Page 7 This site has moderate erosion potential. Typical erosion control measures such as filter fabric fences, strew on exposed ground, and hey bales at critical iocations is appropriate for this site. Net W er Con �cliow- ..VA� If the site is developed during -tended periods of wet weather or In the winter, the following are anticipated additional costs and changes which should be anticipated: 1) Excavated slopes and fill piles will have to be protected with plastic. ctural 2) The excavated soils will be more difficult to utilize as 8tru flu. 3) The entire excavation may require some over -excavation (on the order of one foot), and replacement with crushed rock. 4) Numerous site visits will be required by this office to evaluate soil conditions, confer with the contractor, and make remedial recommendations. 5) Costs of maintaining the site and cleaning adjacent street$/property will increase. CIO It is recommended we be retained to review the final plans to verifY site specific subsurface requirements are met and our recoMMm"liOns have been accurately interpreted in the plans. it is also recommended that we be retained to Provide Professional geotechnical consultation and observation aervice$ during design and construction, This allows us to: 1) ConfIrm, that design conforms to specific subsurface requirements; 2) Confirm that subsurface soils conditions exposed during construction are consistent with those indicated by this report; 3) Evaluate whether earthwork and foundation construction activities conform to the intent of the contract specifications and plans; and, 4) Provide recommendations for design changes in the event of changed conditions. While on the site during construction, — will not direct or supervise the contractor or work, now Will we be responsible for providing on -site safety or dimensional measurements during construction activities -