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1103 DALEY PL.PDF11111111111111 10701 1103 DALEY PL T 6.. Xlc TAXACCOUNT/PARCEL NUMBER: 0 b Chn now on BUILDING PERMIT (NEW STRUCTURE): j�L} 5� COVENANTS (RECORDED) FOR: lI� t L!/1'Vi'IIpSSIb� b CRITICAL AREAS :9 6-0 DETERMINATION: ❑ Conditional Waiver x Study Required ❑ Waiver DISCRETIONARY PERMIT DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS ( PLANNING DATA CHECKLIST DATED: 311 l I ��✓ SCALED PLOT PLAN DATED:` by' SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: (J GEOTECH REPORT DATED: �✓ STREET USE / ENCROACHMENT PERMIT WATER METER TAP CARD DATED m T1 1311E A �ArJ )4t /GwOA� ��f.�J/�'�-i'�C�iL� -/-1?. At6 L:\TEMP\DSTs\Forms\Street File Checklist.doc r Ci�_'O Edmonds- Water Depai.. ;gent TAP CARD Y No. YcD Meter Reading. 000 01 _ Size Mfgrs. No. 638C A \ 97- Style S� Purchaser: C�►^�`S �/Ltritit2 Serv. Add. ci 3 f— d&/ p io o Billing Add ress: Name 5 Haw Street-( 102 I City <KO) O Date: �� �� �� Receipt: e2��;�5?e Meter Size: Meter $- Connection $ �. Street Cut $_ Permit Meter, Location � r_f v t�c� �S^,P- dy Service Material: C_01� i j Pressure lbs. GPM Date of Work y: Proj. No: OZrI Remarks:'R iot "R ,SokiF� I LOCATES LOCATE REQUEST NUMBER - LOCATES j DATE CALLED: FOREMAN/CREW FUTURE SERVICE: _YES COMMENTS RAWING BORE: CUT: D LOCK- DATE: fb i INITIAL: ACCOUNT: 2 _ METER SHOP ROUTE / SEQUENCE 2o3 _ SUPPLIER: ALD TREATMENT PLANT FOREMAN f j B L T UTILITY SIZE BILLING ^ /�{_//}� .RESIDENTIAL APARTMENT OFFICE COMMERCIAL NO LOCK ❑ UNLOCKED UNITS UNITS UNITS l J m i RECEIVED APR 2 9 2004 ....... ..... DEVELOPMENT SERVICES CTR. BURN ADDRESS DEVELOPMENT OF EDMONDS .....City of Edmonds, City Clerk ..1-21-5th.Avenue North . .9dpion&: WA 98020 200404200034 5 PGS 04-20-2004 08:36am $23.00 SNOHOMISH COUNTY. WASHINGTON ....,..'COVENANT OF NOTIFICATION AND- N f DEMWICATION/HOLD HARMLESS Reference #: 4, 2 QaftOa 76' Grantor(s): (1) ?tam _%�cAf�T-r (2,) t 4tAuc*.e-rr Additional on pg. Grantee(s):' Citv of-16m06d"s'*,:'­­'%--. Legal Description (abbreiviit . ed ZAJ Rn& ci� - QtrA LIL_ se �E&,Twn Block.000 D - -o Plat KAAS-F, k4it-1-T Assessor's Tax Parcel ED#(s):'(I).- (2) ...'Assessor's Tax* Pdrcel EN not yet assigned CITY 0 F EDMO"S' APPROVED FOR .W- 61 W-EgQ BY:46_ DATE: PAGE` _L OFf__ ........... Under the review procedures established pursmiut Building Code, incorporating amendments, promulgated by the C`ity.`-'4`.Edm--`ofi,ds, and as a prerequisite to the issuance of a building permit for the eoxisttfiction'gf--it.yesidentiaI structure and attendant facilities, the undersigned OWNERN-04rol?"y do hereby covenant, stipulate and promise as follows: ...... I P APPROVED FOR RECO G -�, BY . DATE �i yO PAGE .— OF -5 _ Descriptiaa.of Subject Property. This covenant of notification and indemnificationlhold-l}armless relates to a tract of land at the street address of 11m 3 . D A4� P t Arc- (insert street r' address),14nionds•Spoh-omish County, Washington and legally described as: . E!A{L(3o(�'• tJtL�S...• gLiC. voo D-00 LO-T to T(oW AN U140 � �p % 10 lWr Z. Notification and Covenant of Notifici.tion: ':.'the. above referenced site (hereinafter "subject site") lies within an area whith has been identified by the City of Edmonds as having a potential for earth subsidence.oF landslide hazard. The risks associated with . development of the site have '•been -evaluated by technical consultants and engineers engaged by the applicair-as:,a• part-of..the process to obtain a building permit for the subject site. The results.of the• -consultant's reports and evaluations of the risks associated with development are. c64tained-In•.building permit file number number) on Mi.'. with,.. --the .-ViAty of Edmonds _Building Department Conditions, limitations, oi•. probiiritioits on development may have been imposed in accordance with the recomen'dations of. • ti• i • APPRO R RECO ING BY DATE PAGE OF [he costiltantst. ...the course, of permit issuance. The conditions, limitations, 'or prohibitions,may regpife ongoing maintenance on the part of any owner or lessee or may re96ire. niodtt3eat1odi to the structures and earth stabilization matters in order to address •fnturo••ot:...anticipated changes In soil or other site conditions. ' The statements 'abd conditions proposed by the OWNERS' geotechnical engineer, geologist, architeci-and/or`structura'l engineer are hereby incorporated by reference from the contents of.Xhe file-'as._fully as if herein set forth. Any future purchaser, lessee, lender or any 'otlier•per�on. acquiring or seeking to acquire an interest in the property is put on notice of.tkc existence•of the content of the file and the City urges review of its contents. The, tilt. tnay be•.reviewed during normal business hours or copies obtained at the Building --Department,- City of Edmonds, 121 Sth Avenue North, Edmonds, Washington 98020. 3. Indemnification and Hold Harmless ,the•:.. undersigned OWNERS hereby waive any and all liability associated witti•••development, stating that they have fully informed themselves of all risks associated..with development of the property and do therefore waive and relinquish .............. ny and• all• causes of action against the City of Edmonds, its officers, agents and emplo�-eds.arising, from and out of such development. In addition, the OWNERS on behalf of'th6m avesi their successors in interest, heirs and assignees, do hereby promise to indenwify,anil buld.harmless the City of Edmonds, its officers, agents and employees from any.Mss; •claim; liability or damage of any -kind or nature to persons or property eitlier.,4u: oc off Ake site .j resulting from or out of earth subsidence or landslide hazard, arising-frorii or,out of the issuance of any permit(s) authorizing development of the site, or ocCiircing• or. APPR Q�VE,�D,�FOR RECORDING BY q,DATE O PAGE_ OF %arrisidp-.•dut or':auj.••false, misleading, or inaccurate information provided by the OWNERS, their employes, or professional consultants in the course of issuance of the budding.peri#W"` 4. Insurance -Requirement In addition to any bonding which may be required during, the. cou�c Af ..development, the Community Services Director onp)'speoifally required the maintenance of an insurance policy has/has not (strike for public liability cdwiage'in 'the amount and for the time set forth below in order to provide for the finaaciai:'r:etponsibilities .established through the indemnification and hold harmless.agreemeot•above: 5. Covenant to Touch and Concern theLawd. -: This covenant of notification and indemnification/hold harniless... foucJk"..agd concerns the subject tract and shall run with the land, binding, obligatigg ant6%r iriWring to the benefit of future owners, heirs, successors and interests Apr: -any utiier-•.person or entity acquiring an interest in property, as their interest ma'y""•it�ipear...•This•.provision shall not be interpreted to require a mortgagor or lender to indemnify thet-ity except to the extent of their loss nor to obligate such persons to mairi'kaidffiiinsurance above required. 'J APPROV D F R BY RECO ING DATE / 0 PAGE OF DA'NE this = r'� day of �LINF :., OWNER By: By; LNi=�Z HAN�1-IF"rT STATE OF WASHINGTON • ' ) ss: COUNTY OF 540 P I certify that I know or have sa`tisfactary evidence that 6h1V5b�11 e F,/el)/�Qr/C/iP%� (� &I'm Eccyct r d - 14,,9& c.4 "".'...'signed .this instrument and acknowledged it to be (his/her free and voluotar' aeffo the purposes mentioned in this instrument. " DA_JJ�Dtbk �5�h day of rp'��NOTRR 11 PUBLIC NOT . " Y PURQ= ' ` My commission eipir8:,- -49 ' L:ITEMMUILDINGWEADOVACOVENANT March 25, 2005 A) RECEIVED MAR 2 8 2045 84GINEERNG DIVISION Dave Gebert City Engineer Development Services Department Engineering Division 121 5'h Avenue North Edmonds, WA 98020 Dear Mr. Gebert: My wife and I are in the final stages of building a home with a detached garage (1103 Daley Place permit numbers 2004-0275, 2004-0276). Our site is on a slope and the driveway connects to a private road, which is also on an incline. We constructed our garage to meet the height restriction but our driveway (which was approved at a 13.95% slope) upon final inspection came in over 14% but less than 20%. Due to the difficult nature of this project and our sincere effort to follow our approved plans, we request that the city requirement for a slope less than 14% be waived for our driveway. I can assure you that every effort has been made to follow our engineered plans, but in this one instance, the as -built did not end up exactly as we had anticipated. Thank you for considering our request. Sincerely, Brian and Chris Hanchett 1103 Daley Place Edmonds, WA 908020 (425) 775-1550 b.hanchett@verizon.net City of Edmonds Planning Department 121 5" Ave North Edmonds, WA 98020 To Whom It Most Concerns: This letter is written on behalf of Brian and Chris Hanchett who are submitting for permits to build a single-family residence on lot l0'of the Harbor Hills subdivision. This is to verify the approval of their plans by the homeowners' association. The following is a list of signatures provided by Harbor Hills' homeowners: 1/ Regards, Brian and Chris Hanchett 1103 Daley Place Edmonds, WA 98020 (425) 775-1550 City of Edmonds. Planning Department 121 5" Ave North Edmonds, WA 98020 To Whom, It Most Concerns: This letter. is written on behalf of Brian and Chris Hanchett who are submitting for permits to build a single-family residence on lot 10 of the Harbor Hills subdivision. This is to verify the approval of their plans by the homeowners' association as signed by the President of the association. r Sharon Cramer President Harbor Hills Homeowners' Association Regards, Brian and Chris Hanchetit= RED 1103 Daley Place 1 VED Edmonds, WA 9.8020 JUN 2 6 2003 .(425) 775-1550` , PERMIT COUNTER June 23, 2003 J U N * 2 6-4"3;" PERMIT COUNTER City of Edmonds Planning Department 121. 5" Avenue North Edmonds, WA 98020 To Whom It Most Concerns: This letter is written to confirm that the accuracy of all permit submittal information is warranted by us (the property owners). This letter relieves the City and its staff from any liability associated with reliance on the permit application submittals. While our application may reference the reports of prior public consultants to the City, all conclusions shall be ours, or our. design professionals' In addition, we understand and accept the risk of developing in an area with potential unstable soils and we will advise, in writing, any prospective purchasers of the site, or any prospective lessees of the structures in the site, of the slide potential of the area Regards, c Brian and Chris Hanchett 1103 Daley Place Edmonds, WA 98020 (425) 775-1550 CITY COPY. Brian and Chris Hanchett 1103 Daley Place Edmonds, WA 98020 (425) 775-1550 CITY COPY. Creations for Gracious Living JUN 2 0 2003 PERMIT COUNTER 06/ 18/2003 . ESTATE HOMES DESIGN City of Edmonds Planning Department 121 5th Avenue North Edmonds, WA 98020 To Whom It Most Concerns: This letter is written to confirm that I (Craig R. Carney) will act as the "lead design professional" for Brian and Chris Hanchett during the permit process as they submit "for permits to construct a single-family home on lot 10 in the Harbor Hills subdivision. I understand that I am responsible for coordinating and incorporating recommendations of other lead design professionals onto the plans or into the submittal packet. I have reviewed the geotechnical report, understand its' recommendations and have incorporated into the design the established measures to reduce the potential risk of injury or damage from any earth movement predicted in the report. . In addition, I have explained to the owner the risk of loss due to slides on the site, and have incorporated into the design the recommendations of the geotechnical report and established measures to reduce the potential risk of injury or damage that might be caused by any earth movement predicted in the report. Regards, Craig R. Carney, Assoc. AIA CITY COPY Estate Homes Design, Inc. ,� / 16300 Mill Creek Blvd, Suite 121, Mill Creek, WA 98012 AI/� (425) 743-3373 office (425) 741-2508 craigc@estatehomesinc.net e-mail oEZ NAB City of Edmonds November 27, 2004 Page 2 of2 All rockeries have been completed and are geotechnically approved. • Drainage: Previously inspected and verified. All site drainage functioning properly with no adverse impacts. • Erosion Control- All temporary erosion control measures have been properly maintained throughout out this project: siltation fencing, straw bails, and diligent cleanup. • Final Erosion Control: Measures are pending landscaping and final job cleanup (estimated to be less than one month away) SUMMARY: • All geotechnical inspections aspects have been properly completed through this date (November 27, 2004) • All inspections aspects, with the exception of final landscaping and erosion control measures are completed and approved C.0 If there are any questions, do not hesitate to call. 15M-�� G wnsy�N ' Dennis M. Bruce P. E. Geotechnical / Civil Engineer �. 17405 v ` �0 AL 1e _S 171z-v O Brian and Christine Hanchett 1103 Daley Edmonds WA 98020 NOV 3 2004 Dennis M. Bruce, P.E. DEVELOPMENT SERVICES M.S.C.E., M.B.A. Geotechnical/Civil Engineer November 27, 2004 BUILDING City of Edmonds NOV 3 0 2004 Development Services Dept. 121 51h Ave N Edmonds, WA 98020 Subject: Geotechnical Inspections Hanchett Residence _ 1;1;03 D"aley`Place_,.1 This engineering report presents the results of onsite geotechnical inspections regarding the Hanchett residence at 1103 Daley Place Edmonds Wa. REFERENCES:- • Previous inspections reports • Approve project plans • Photographs INSPECTIONS: This engineer has provided and continues to provide a minimum of one geotechnical inspection per week for the Hanchett residence at 1103 Daley ''Place. • Slope Stability: All slopes remain stable no excavation work has occurred since June 2004, (other than minor nesting of the rockeries) • Excavation: All excavations have been completed for this project. All excavations were stable. • Foundation Bearing: Previously verified for the residence. The garage foundation was confirmed to meet 2,000 p.s.f. bearing capacity • Rockeries: This engineer provided onsite inspections and verified the two tiered slope rockeries adjacent Daley Place. See photographs Base rocks were properly embedded in dense native soils. Rock size, linkage, and drainage zone complied with standard industry practices and this engineer's onsite recommendations. SOILS FOUNDATIONS • SITE DEVELOPMENT • INSPECT/ON • DRAINAGE • DESIGN & PERMIT LEGAL P.O. Box 55502 • Shoreline, WA 98155 • (206) 546-9217 • FAX (206) 546-8442 NOV 3 0' 2004. t/ • DEVELOPMENT SERVICES Dennis M.' Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/Civil Engineer October 22, 2004 BUILDING City of Edmonds Development Services Dept. NOV 3 0 2004 121 5 Ave N Edmonds, WA 98020 Subject: Geotechnical Inspections Daley Place Rainy Season Construction Provisions Permit #2004- 0276,. This .engineering letter presents the results of geotechnical inspections and seasonal evaluation of the Hanchett new residence site. ,rY REFERENCES:' • City of Edmonds approved plans • Geotechnical and inspections reports by D Bruce PE rl0 Photographs • :October 18, 2004 city of. Edmonds letter SEASONAL RESTRICTIONS — GRADING: The October 18, 2004 letter from the city of Edmonds reiterates policies regarding grading activities and September 30 deadline. This engineer has provided and continues to provide (as required) on site geotechnical inspections for the Hanchett new residence at 1103 Daley Place. As stated in the August 7, 2004. inspection report, the excavation and slopes for the Hanchett property are stable. The Hanchett residence foundation concrete had been properly placed with ongoing work on the framing of the house. All erosion control measures have been properly installed and maintained. A slight amount of additional grading work occurred after September 30. This work is estimated to continue for approximately two to three more weeks. SOILS • FOUNDATIONS SITE DEVELOPMENT INSPECTION • DRAINAGE DESIGN & PERMIT LEGAL P.O. Box 5.5502 Shoreline, WA 98155 • ' (206) 546-9217 FAX (206) 546-8442 City of Edmonds October 22, 2004 Page 2 of 2 This additional grading work consists of the two tiered rockery adjacent Daley Place as well as final foundation work for the.detached garage building. See project plans This engineer approves.of the additional work being performed beyond the September 30, 2004 deadline provided geotechnical inspect ions continue. No -additional recommendations are -provided for slope stability. Ongoing maintenance of the existing erosion control measures are required. SUMMARY: • The modest grading work for the slope rockeries and garage foundation are approved, subject to ongoing geotechnical inspections by this engineer. • The Hanchett site is stable. Continued diligence regarding erosion control measures is required. If there'are any questions, �do not hesitate to call Dennis M. Bruce P. E: Geotechnical / Civil Engineer . C.C. Brian and Christine Hanchett 121 5tn Ave N. Edmonds, WA 98020 CITY OF EDMONDS SPECIAL INSPECTION AND TESTING AGREEMENT The project at //03 yL/j/ _� � �� issued under building permit number sg�-N?464;�quires special inspection and/or testing per UBC Chapter 17 and WAC Amendments 1702. --The complete list of special inspections is attached to this document. BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached structural test(s) and inspections schedule including the required acknowledgments. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the.. Building Official prior to performing any duties or inspections. Each special inspector shall submit Statement of Qualifications to the Building Official for review. Special inspectors shall display identification when performing special inspections on site. Special inspection and . testing shall meet the minimum requirements of UBC Chapter 1.7 and the following: A Duties and Responsibilities of the Special Inspector 1.Observe Work The special inspector shall observe. the site work for conformance with the approved (stamped) plans and specifications and applicable workmanship provisions of the UBC. Architect or Engineer reviewed shop drawings may be used only as. an aid to inspection. Special inspections. are to be performed on a continuous basis --meaning that the special inspector is on site at all times observing the work requiring special inspection. Periodic inspections, if any, must have prior approval by the Citybased on a separate written plan reviewed and approved by the Building Official and the engineer or architect of record. 2. Report Non -conforming Items The special inspector shall bring nonconforming items to the immediate attention of the contractor and note all such items in the daily field report. Any item not resolved in a timely manner shall be immediate cause of the special inspector to notify the Building Official of the plan deviation, error, change or omission. It shall also be the duty of the special inspector to promptly notify the engineer or architect. 3. Complete Daily Reports Each special inspector shall complete and sign both the special inspection record and the daily report form for each day's inspection. These records shall remain at the jobsite with the contractor for review by the City Building Inspector. 4. Furnish Weekly Reports The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect, and others as designated shall also be copied on reports. Weekly reports must include the following: • Description of daily inspections and tests made with applicable locations • List of all nonconforming items • Report on status of nonconforming items (resolved or unresolved •.Itemized changes authorized by the Architect, Engineer and ity if not included in nonconformance items 5. Furnish Final Construction Report The special inspector or inspection agency shall submit a final signed report to the City stating that all items requiring special inspection and testing were fulfilled and reported. And,. to the best of his/her, knowledge the project is in conformance with the approved plans and specifications, approved change orders and the applicable. workmanship provisions of the UBC. Items not in conformance or unresolved items or any discrepancies in inspection coverage, (i.e., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically itemized in this report. B. 'Contractor Responsibilities 1. Notify the Special Inspector . It is the duty of the contractor to notify the special inspector when work is ready for special inspection. Note, the items listed on the attached schedule and as noted on the approved plans and specifications are required to have special inspections. Adequate notice.. shall, be provided by the contractor so that the special inspector has time to become familiar with the project. 2. Provide Access to Approved Plans The contractor is responsible for providing the special inspector access to approved plans at the jobsite. 3. Retain Special Inspection Records The contractor is responsible to retain at the jobsite all special inspection records submitted by the special inspector. These records are to be provided to the City building inspector upon request. C. Cily of Edmonds Building Department Responsibilities 1. Approve special inspectors or inspection agencies The building department shall approve all special inspectors and special inspection requirements. 2. Monitor special inspection and approve weekly reports Work requiring special inspection and the performance of special inspectors shall be monitored by the City Building Inspector. His/her .approval must be obtained prior to placement of concrete or other similar activities in addition to that of the special inspector. 3. Issue Certificate of Occupancy The Building Official may issue a Certificate of Occupancy after all weekly special inspection reports including the final report have been submitted and accepted. Q. Owner Responsibilities The project owner or the engineer or architect.of record acting as the owner's agent shall fund special. inspection services. E. Engineer or Architect of Record Responsibilities . The engineer or architect of record shall include special inspection requirements on the plans and specifications. ACKNOWLEDGEMENTS I have read and agree to comply with. the terms and conditions of this agreement. Owner ' Date 4— 1 " 1 f3R i a-�► N �--t� r -ti � Special Inspector 15ate 1 p6w s f3 c_� � PE General Contractor Date. City Building Official 1 Date * INSPECTIONIAND TESTING SCH, PROJECT 4AME BUMMPERMrrNQ PROJECT ADDRF_SS TESTIWWMSPECflON AGENCY at SPECIAL u4SPECPOR REINFORCED CONCRETE, GUNITE, GROUT AND MORTAR: STRUCTURAL STEEL/WELDING: Concrete Gunite Grout Mortar — Sample and Test (list specific members below) Aggregate Tests Reinforcing Tests Mix Designs Reinforcing Placement Bitch Plant Inspection Inspect Placing Cast Samples Pick-up Samples Compression Test PRECASTIPRESTRESSED CONCRETE: I'lle5 cost -leas Yrc--lets (:!adding Aggregate Test Reinforcing Tests Tendon Test Mix Designs Reinforcing Placement Insert Placement Concrete Batching Concrete Placement Installation Inspection "C" Tests MASONRY: — Special Inspection Stresses Used _ Preliminary Acceptance Tests (Masonry Units. Wall Prisms) _ Subsequent Test (Mortar. Grout. Field Wall Prisms) _ Placement Inspection of Unit ADDITIONAL INSTRUCTIONS OR OTHER TESTS AND INSPECTIONS: Shop Material Identification _ Welding inspection 0 Shop ❑ Fuld _ Ultrasonic Inspection 0 Shop ❑ Feld _ High -strength Bolting Inspection 0 Shop 0 Feld. ❑A325 ON ❑X OF 0 A490 Metal Deck Welding Inspection _ Reinforcing Steel Welding Inspection Metal Stud Welding Inspection — Concrete Insert Welding Inspection FIREPROOFING: — Placement Inspection _ Density Test _ Thickness Tests _ Inspect Batching INSULATING CONCRETE: —.Sample and Test. — Placement Inspection — Unit Weight FILL MATERIAL: —.Acceptance Tests _ Placement Inspection — Field Density STRUCTURAL WOOD: _ Shear Wall Nailing Inspection Inspection of Glu-lam Fab. — Inspection of Truss Joist Fab. _ Sample and Test Components Form completed by: Title: Telephone No.: Date: Apr 01 05 10:20a D. Bruce, P.E. 206-546-8442 p.1 RECEIVSD APB ?005 Dennis M. Bruce, P.E. Mh p-c 4 3 t, am � M.S.C. .B.A. Geotechnical/Civil Engineer PERM... --- 1 -NCNETT �PoRT Ij 4L • S��y'-�c-r �tN�cl— � �EGTcO� 7,N S 'p 6 ReJIIT �004�_NCN�-rT��Sc�Eu� - ALE-`Y. r2E�ER c� S: &Eo-tEcEFN IC flrL I Ng P E7CT10f1 hE�O�TS (MCLULWC Nov . a.'7 '� 00 �-- �. � N � t✓ �� IPO dz1" APPROVING �4 mot_ C9EoTEct4Ni A AsPECTs �xc,5�.pT toy ��N�L G-p�N�scaP��JG �:CEti1T IuW"I 'a.00S StT� �NSPE�T(oN PR-o"p- "OV 6N 'Tit o L L AI- N h S C A P t tJ G 41% �E UM�S �151,tS 61 EA • S. . TWE CoNeL-uSto/a.s '(DEPORT AkRtF \1AcW �, - ALL ! NS��G'fIa ASPrc-rs ARC Awh SOILS - FOUNDATIONS • SITE DEVELOPMENT - INSPECT/ON - DRAINAGE • DESIGN 8 PERMIT • LEGAL P.O. Box 55502 - Shoreline, WA 98155 - (206) 546-9217 • FAX (206) 546-8442 I V. Dennis M. Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/.Civil Engineer June 10, 2004 City of Edmonds Development Services Department 121 5th Ave. N Edmonds, WA 98020 BUILDING J U N 18 2004 .. Subject: Field Report - Geotechnical Inspections Hanchett Project ;1103D.aley PI„ Edmonds, Washington This engineering. report presents the results of on -site geotechnical inspections regarding the Brian and Christine Hanchett new single-family residence at 1103 Daley PI., Edmonds, Washington. REFERENCES: • City of Edmonds approved Project Plans • Geotechnical Reports by D. Bruce, P.E. dated April 8, 24, 2004 • March 18, 2003 Geotechnical Report by Dodds Geosciences • Previous Inspection Reports • . Photographs INSPECTIONS: This engineer continues to provide on -site geotechnical inspections for the new Hanchett residence at 1103 Daley PI., Edmonds; Washington. • Slope Stability: All slopes on the Hanchett property and adjoining properties remain stable. Excavation work has .not created any adverse geotechnical impacts regarding slope stability. "No soil tension cracks, no creep, or any shifting of the existing Daley Pl. roadway has occurred. Slopes are stable. • Excavation: No significant excavation has occurred since last inspection report (May 9, 2004). Contractor has properly protected excavated surfaces with plastic tarp (see photographs). As previously discussed, significant groundwater flow was encountered during an excavation process. Diligent use of pumps and diversion channels have properly managed the groundwater flow through excavation and foundation phases. SOILS • FOUNDATIONS • SITE DEVELOPMENT INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 • Shoreline, Washington 98155 • (206) 546-9217 • FAX 546-8442 City of Edmonds • • Development Services Department Re: Hanchett June 10, 2004 Page 2 Permanent drainage controls are under, construction and will be monitored by this engineer. Foundation Bearing: This engineer verified dense, native, sub -grade soils capable of providing a minimum of 2,000 p.s.f. bearing capacity. This engineer authorized proceeding with foundation formwork and reinforcing steel in accordance with City of Edmonds approved Project Plans. This engineer recommended several locations for drainage "pass through" pipes to allow for proper placement of foundation concrete in the formwork (see photographs), Additionally, imported structural fill (gravel) was placed within foundation formwork to create an improved bearing surface. Foundation formwork and reinforcing steel were approved by this engineer and concrete was placed in accordance with approved Plans. • Erosion Control: Contractor successfully installed and maintains plastic tarps on exposed soil surfaces. Additionally; a rocked construction entrance is maintained off Daley PI. Siltation fencing and straw bales are properly maintained at the catch basin location for water filtration (see photographs). Erosion control measures are approved through this date (June 10, 2004). • Drainage: As discussed, significant groundwater flow continues through the excavation of the Hanchett residence.(see photographs). Proper use of pumps and diversion channels maintains good control of groundwater. Permanent drainage measures are under construction as of this date (June 10, 2004). This engineer provides a minimum of 3 inspection visits per week with recommendations to contractor regarding drainage controls. Additional reports to follow. SUMMARY: • All geotechnical inspection aspects have been properly completed through this date (June 10, 2004). • Geotechnical inspections continue, especially drainage and slope stability aspects. W] City of Edmonds Development _Services Department Re: Hanchett June 10, 2004 Page 3 If thereare any questions, do not hesitate to call. .QO Dennis M. Bruce, P.E. Geotechnical / Civil Engineer DMB:abj cc: Brian and Christine Hanchett Dennis M. Bruce, P.E. M.S.C.E., .M.B.A. Geotechnical/Civil Engineer May 9, 2004 City of Edmonds Development Services Department 121 51h Ave. N - Edmonds, WA 98020 Subject: Field Report -Geotechnical Inspections Hanchett Project 1103Daley Pl., Edmonds, Washington MAY 1 9 2004 DEVELOPMENT SERVICES This engineering report presents the results of on -site geotechnical inspections regarding the Brian and Christine Hanchett new single-family residence at 1103 Daley PI., Edmonds, Washington:, REFERENCES: • City of Edmonds approved Project Plans • Geotechnical. Reports by D. Bruce, P.E: dated April 8, 24, 2004 • March 18, 2003 Geotechnical Report by Dodds Geosciences • Photographs INSPECTIONS: This engineer has provided d ily geotechnical inspections for the new Hanchett residence project since excavation began May 3, 2004 (see photographs). Project excavator encountered. medium dense sub -grade soils consisting primarily of gray silty sand— saturated. These conditions were as anticipated by the .geotechnical investigation and report done by Dodds Geosciences (see Report). As anticipated, significant seepage groundwater was encountered during the excavation process. Contractor successfully installed a. localized pump with appropriate . discharge and siltation protection to the lower catch basin (see photographs). This engineer verified stability of soil cut walls and appropriate setback distances to top -of -cut. SOILS FOUNDATIONS SITE DEVELOPMENT INSPECTION DRAINAGE DESIGN & PERMIT LEGAL P.O. Box 55502 Shoreline, Washington 98155. • (206) 546-9217 FAX 546-8442 City of Edmonds Development Services Department Re: Hanchett May 9, 2004 . Page.2 This engineer made recommendations to establish a deeper sump pump throughout the foundation work that is forthcoming. Additionally, contractor improved siltation protection by placing straw bales around the pump discharge location.. SUMMARY: Subsurface conditions are as anticipated -by the Geotechnical Report. • Excavation. cuts.. and slope stability are Geotechnically approved through this date (May 9, 2004). • Frequent geotechnical inspections are ongoing. If there are any questions, do not hesitate to call. »ao5_ ADO 4Fc�st��. ` ONAL Dennis M. Bruce,. P.E. .EXPIRES 13/` ma S'-1 Geotechnical / Civil Engineer DMB:abj cc:. Brian and Christine Hanchett • j Denhis M. Bruce, P.E. E., M.B.A. Geotechnical/Civil Engineer August 7, 2004 City of Edmonds Development Services Department 121 5th Ave. N. Edmonds, WA 98020 Subject: Geotechnical Inspections Hanchett New Residence ,1103 Daley Edmonds, WA This engineering report, presents the results of onsite geotechnical inspections regarding the Brian and Christine Hanchett new single family residence at 1103 Daley PI., Edmonds, WA. REFERENCES: • Previous inspection report dated June 10, 2004 • Approved project plans • Photographs INSPECTIONS: This engineer continues to provide onsite geotechnical inspections for the Hanchett residence at 1103 Daley PI., Edmonds, WA. o Slope stability: All slopes on `the Hanchett property and adjoining properties remain stable. No additional excavation work has occurred since last inspection report (June 10, 2004). • Excavation: All excavations remain stable through backfilling operation undertaken in late June 2004. See photographs. All excavations were stable. . - Foundation Bearing: Previously verified for the residence itself. The -garage sub -grade was evaluated by this engineer on July 29, 2004 and confirmed to meet 2,000 p.s.f. bearing capacity "01 -to proceed with garage foundationformwork, re -steel and concrete placement per approved 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 August 7, 2004 Page 2of2 • • Erosion control: Properly maintained through the date of this report August 7, 2004. • Drainage: Contractor properly installed interior collection and control drains as well as exterior footing drains. All subsurface drainage proved effective and functional when connected to outflow discharge. The sump pumps .(necessary during the construction phase) are. no longer required as the permanent drainage measures have been properly completed. SUMMARY: • All geotechnical inspection aspects have been properly completed through this date August 7, 2004. • Geotechnical inspections continue, as the Hanchett project comes to a completion. If there are any questions, do not hesitate to call. �1S M. 46P goo �a 17405 �ONA1. DMB: jpb $ 12W/ O Dennis M. Bruce, . P. E. Geotechnical / Civil Engineer DODDS - - GeoSciences Inc. Post Office Box 2385- Kirkland, , WA 98083 Tel: 425.827.1084 Fax: 425.828.9443 Mr. & Mrs. Hanchett Job Number 23005 1-103-Daley--Place') December 9, 2003 Edm8nds;"WA-_98020 Subject: Geotechnical Comments and Addendum Proposed New Residence Lot 10 of Harbor Hills Edmonds, Washington . Reference: 1) City of Edmonds Structural. Comment #1, 7/ 15/03 2) Geotechnical Review Letter by GeoGroup Northwest By William Chang, P.E. dated 8 / 6 / 03 Dear Mr. & Mrs. Hanchett: We have reviewed the geotechnical aspects of the above two- references. The. following are our comments: 1) Reference 1, Comment 1 - Regarding recommendations to prevent soil strength loss due to liquefaction' during an earthquake. We do not consider the underlying subsurface to be liquefiable during a credible earthquake as the structure will bear on spalls placed atop medium -dense to dense competent native ground.. 2) Reference 2, Item.1 - We are uncertain if the peat, on this. lot is due, to native deposition or if it was dumped onto the lot sometime in the. past.. The entire plat, including this lot, has significant groundwater . seepage. All peat will be removed from under building areas. Groundwater capture, control and drainage -is 'of, paramount importance on this project and has been taken into account during design. 3) Reference ' 2, Items 3 & 4 - See Section Below. RECEIVED JAN - 8 2004 PERMIT COUNTER IY %e-- 41 • HANCHETT ADDENDUM # 1 December 9, 2003. Basement and Retaining Walls: Job Number 23005 Page 2 Basement and retaining walls must be designed to support the lateral earth pressures which abutting soils will impose. The following recommendations are for walls which are less than twelve feet high that support relatively -level backfill: Active Earth Pressure,................................35 pcf Passive Earth Pressure ........................... 275pcf Unit Weight. of Soil,,,,,,,,,,,,,,,,,,,,,,,, ._.115 pcf Coefficient of Friction...............................0.35 , The Active Earth Pressure recommended above assumes the wall can deflect at least 0.002 times the wall height. If this assumption ,is incorrect, a uniform lateral pressure of one hundred psf should be added to the wall pressure given above. The values recommended above are ultimate values._ and should be reduced by an appropriate safety factor (F.S.). In general we recommend a minimum F.S. of 1.5 for overturning and sliding. The resultant force from the soil (neglecting the passive pressure force) can be calculated by taking moments about the toe of the wall and should pass through the middle third of the footing. The above design values do not include hydrostatic pressures behind the walls and assume that no surcharge slopes or loads (such as construction traffic) are placed above..or near the walls. Design values can also be exceeded if heavy construction equipment operates above the walls closer than twelve feet. If any of these conditions exist then the above design values should be augmented by appropriate additional pressures. If walls higher than twelve feet are required for this project, please contact our office for additional recommendations. Basement walls should be appropriately waterproofed and all walls should be backfilled with a clean compacted free -draining granular soil. If on -site soil is used as wall backfill, then an approved drainage composite will need to be used. Either the granular, backfill or the approved drainage composite will prevent the buildup of hydrostatic pressures. Granular wall backfill should contain no more, than five percent silt or 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 wall backfill care must be taken not to damage the wall. The top one to two feet of wall backfiir should consist of relatively -impermeable soil or topsoil. HANCHETT ADDENDUM # 1 December 9, 2003 Please contact us if there are any questions. Thank you, DODDS Geosciences Inc. 03 ' v Mark K. Dodds. P.E. Job Number 23005 Page 3 Dennis M. Bruce, P.E. M.S.C.E., -M.B.A.• Geotechnical/Civil Engineer RECEIVED April 8, .2004 APR 13 2004 PERMIT COUNTER City of Edmonds Development Services Department 121 51" Ave. N -Edmonds, WA 98020 Subject: New Geotechnical Engineer— Hanchett Residence . Lot 10 of Harbor Hills-(1103`Daley-PI ;,Edmonds, Washington) This engineering letter clarifies the new geotechnical engineer for the Brian and Christine Hanchett new single-family residence project on Lot 10 of Harbor Hills (1103 Daley PI., Edmonds, Washington). REFERENCES: • March 18, 2003 Geotechnical Engineering Report by Dodds Geosciences • June 24, 2003 Plan Review letter and "Minimum Risk Statement" by Dodds Geosciences • August 6, 2003 Geogroup Northwest, Inc. review letter to City of Edmonds • December 9, 2003 geotechnical comments and addendum letter by Dodds Geosciences • Site photographs by D. Bruce, P.E. dated April 61 2004 GEOTECHNICAL ISSUES: This engineer has read, reviewed, and understands the findings and recommendations in the above geotechnical references. Brian. and Christine. Hanchett have chosen to continue project work with this geotechnical engineer (Dennis M. Bruce, P.E.). Based on my review of the above geotechnical references, initial site visit dated April 6, 2004, and extensive engineering experience in the area, I am in agreement.with the findings and recommendations of the previous geotechnical work. It is my understanding that I am to implement the. findings and recommendations during the actual construction phase (forthcoming). Thus, it is appropriate for the City of Edmonds to issue a building permit to Mr. and Mrs. Hanchett with this engineer providing geotechnical inspections. SOILS FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 Shoreline, Washington 98155 : • (206) 546-9217 FAX.546-8442 "J City of Edmonds Development Services Depart(hent Re: Hanchett April 8,' 2004 Page 2 SUMMARY: • Dennis M. Bruce, P.E. is the new geotechnical engineer for the Hanchett project. • ,Previous geotechnical reports are understood and will be applied to the actual construction phase of the project. If there are any questions, do not hesitate to call. aoo`� EXPREs 12R3/.aop�� DMB:abj cc: Brian and Christine Hanchett Dennis M. Bruce, P.E. Geotechnical / Civil Engineer PLATE 1 GUIDELINES IN THE USE AND APPLICATION OF THIS REPORT Lot 10 of Harbor Hills, Edmonds, Washington The report for Job Number 23005 was prepared in accordance with local generally accepted engineering principles, practices and standards. No warranty is expressed or implied. The findings and recommendations contained in this report are based upon the limited services you requested. Geotechnical engineering requires the application of professional judgment, as no study can completely quantify subsurface conditions. It is our opinion the owner should, without hesitation, undertake any additional work specified in the report as it is our opinion this work is necessary to augment and/or fulfill site specific requirements. This report is an informational document, and is not to be used for contractual purposes. Any interpretations of subsurface conditions in this report, including the test pit logs and/or text discussions are based on our testing, analysis, experience, and judgment. There is no warranty that these subsurface conditions occur anywhere on the site except at the exact location and exact time when and where the field tests were conducted. Groundwater levels can be especially sensitive to seasonal and other changes. This report may not be applied to other sites or another project on this site without our written permission. We are not responsible for interpretations others may make using this report. The conclusions and recommendations in this report assume than the field tests which we conducted and our interpretations accurately portray and represent subsurface conditions at the site. If, during excavation and/or construction significantly different subsurface conditions are encountered from that described in this report, our firm should be notified at once to review these conditions and, if necessary, revise our recommendations. If there is a significant lapse of, time between our report submittal and the start of construction, we should be retained to review and verify site conditions. Unanticipated soil conditions are commonly encountered during excavation and construction, and this simply cannot be fully anticipated by periodic soil and/or rock sampling at widely -spaced testing locations. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. This firm cannot be responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable, and any construction . methods discussed in this report. The recommendations contained in this report are not intended to direct the contractor's methods, techniques, sequences or procedures, except as may be specifically described in the report. This firm will not be responsible or liable for any construction, scheduling, or safety activity on this site. During construction we reserve the right to stop our inspections and other activities if there are unpaid bills which are more than 30 days overdue., J /= i PLATE 3 Site Plan Lot 10 of Harbor Hills. Edmonds, WashinLyton �\ 3,:aceDrainage Swale 1 11 DE TA SOIL AND BL OMPLETION LOG PROJECT NUMBER JN23005 TEST PIT NUMBER: TP-1 PROJECT: Hanchett Residence LOCATION: See Plate 3 EXCAVATION METHOD: Backhoe GROUND SURFACE ELEVATION (ft msl) : 194 LOGGER: Mark K. Dodds, P.E. WATER LEVEL AND DATE (ft bgs) : 3.5 ATE SAMPLE SAMPLE DESCRIPTION Ov W W mV W W W W co O co O ca dW 'F— U� �(_Q Z �N Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood. i 2- 3— Brown Peat, wet, soft. 4- 5- 6— ........ Gray Gravelly.silty Sand, wet to saturated, medium dense_ to dense. Moisture Content = 10.9% 8 " Stopped at 8.0 feet. GWT near 3.5 feet ATE. 9 10 SOIL AND Bt OMPLETION LOG 4 PROJECT NUMBER: JN23005 PROJECT: Hanchett Residence EXCAVATION METHOD: Backhoe LOGGER: Mark K. Dodds, P.E. . TEST PIT NUMBER: TP-2 LOCATION: See Plate 3 GROUND SURFACE ELEVATION (ft msl) : 195 WATER LEVEL AND DATE (ft bgs) : 3.5 ATE SAMPLE SAMPLE DESCRIPTION � J -i W W W W co U W J W ~ W O O Wco aU- Q i O u z of Z) vi Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood and logs. 1 2 3 4 5 6 Gray to brown Gravelly Silty Sand, wet to' 2. saturated, medium dense to dense. Moisture s Content = 22.5% at 7.75 feet and 13.8% at 8.5 _ feet. 3 9 Stopped at 9.0 feet. GWT near 3.5 feet ATE. 10 % F _ SOIL AND COMPLETION LOG PROJECT NUMBER : JN23005 TEST PIT NUMBER: TP-3 PROJECT: Hanchett Residence LOCATION: See Plate 3 EXCAVATION METHOD.: Backhoe GROUND SURFACE ELEVATION (ft msl) : 190 LOGGER: Mark'K. Dodds, P.E. WATER LEVEL AND DATE (ft bgs) : 5.0 ATE SAMPLE SAMPLE DESCRIPTION' oLL ww m U w W JQ aU W W Q .. vca o ai z v}i of Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood and logs. 2- 3- 4— Brown Peat, wet, soft. 5- 6— Gray to brown Gravelly Silty Sand 'to Gravelly Sand, wet to saturated, medium dense. 8 9 Stopped at 9.0 feet. GWT near 3.5 feet ATE. 10 N Sieve % Pass 2" 100 3/4" -100 3 8" 100 #4 100 # 10 99.3 #40 91.9 # 100 27.4. #200 13.4 s DODDS GeoSciences Inc. Post Office Box 2385 Kirkland, WA 98083 Tel: 425.827.1084 Fax: 425.828.9443 • RECEIVED JUN 2 6 2G3 PERMIT COUNTER Mr. & Mrs. Hanchett v Job Number 23005 1103., Daley Place June 24, 2003 Edmonds,' WA 98020 Subject: Plan Review Letter and Minimum Risk Statement Proposed New Residence Lot 10 of Harbor Hills Edmonds, Washington Reference: 1) Set of Plans (Sheets A2.1 - A6. i &. S 1.1 Prepared by Estate Homes Design, dated 6/ 1.6/03 2) Engineering Analysis and Design - Hanchett Residence By Warren R. Lance, P.E., dated 6/ 1/03 Dear Mr. & Mrs. Hanchett: We have reviewed 'the geotechnical aspects of the above two references. The following are our comments: 1) Reference 1, Sheet Al.1 - Site Work/General should reference our geotechnical engineering report. 2) Reference 1 and 2 - All isolated spread footings should be a minimum of two foot square, as specified in our report. 3) Reference 2 - The bearing pressure used in design is actually less than the 2,500 psf given in our report. This is acceptable. 4) Drainage behind the rockeries and the overall rockery design methodology should be specified in the plans, unless the rockeries are only going to be one rock high. 5) Footing drains (and other drains) will have to drain and discharge somewhere. This should be specified on the plans. In our professional opinion the plans and specifications prepared by the structural engineer and the designer, except as noted above, conform to the recommendations in the geotechnical engineering report. The risk of damage to the proposed development or to adjacent properties from soil instability will be minimal, subject to the conditions set forth in our report. In our opinion the proposed development will not increase the potential for soil movement. HANCHETT PLAN REVIEW LETTER Job Number 23005 June 24, 2003 Page 2 Our analysis indicates that there will be less than a 15% chance of earth movement within a.twenty-five year period by the on -site improvements. Measures taken to mitigate the' hazard include surface and subsurface water capture, control and drainage; removal ..of unengineered fill from the site; and the installation of engineered, fill, structurally -reinforced walls and concrete footings to support the structure and thus the surrounding ground. Please contact us if there are any questions. Thank you, DODDS Geosciences Inc. I Mark K. Dodds. P.E. GeotechnicM Engineers, Geologists . w e s t, Inc • 8 Environmental Scientists Group North August 6, 2003 Ms. Ann Bullis Development Services Department City of Edmonds 121 - 50` Avenue North Edmonds, Washington 98020 GELID AUG- 8 21h3 BUILDING DEFT. Subject: ` Hanchett Residence ECDC 19.05 Geotechnical Review —1-10 y Edmonds, WA G-T673 Dear Ms. Bullis: Per your request, Geo Group Northwest, Inc. is pleased to provide geotechnical-review comments for the proposed Hanchettresidence in accordance with Meadowdale ECDC (Edmond Community Development Code) 19.05 Provisions for "Earth Subsidence and. Landslide Hazard Areas." REVIEWED SUBMITTALS Geo Group Northwest reviewed the following submittals: "Geotechnical Engineering Report," by Dodds GeoSciences, Inc. (Dodds), dated March 18, 2003 • : "Plan Review Letter and Minimum Risk Statement," by Dodds, dated June 24, 2003 Drawings- C 1 and C2 by Erich O.. Tietze and Associates, Inc,,. dated July 2, _ 2003 • Drawings "Hanchett Residence" by Estate Homes Design, Inc., dated June .16, 2003 • "Meadowdale Earth Subsidence Packet" by City of Edmonds PROJECT DESCRIPTION The project site is located at 1103 Daly,Place in Edmonds, Washington. Based on our review of the submittals, we understand the project site is located ab6ut.2 miles south of mapped ; Medowdale Landslide Hazard Area.-. However, Plat Requirements mandate that the project be reviewed in accordance with,Meadowdale ECDC 19.05 Provisions. (;or's 13240 NE 20th Street, Suite 12 • Belleuve, Washington 98605 Phone 425/649-8757 • FAX 4251649-8758 August 6, 20.03 G-1673 City of Edmonds/Hanchett Page 2 Per the referenced Estate Homes Design. drawings, the, proposed development appears to consist of a two-story wood -frame single family house with a daylight basement._ The ground surface of the project site slopes east to west at grades from 10 to 20 percent. Based on the referenced Dodds' geotechnical report, we understand that the project site is in general underlain by 6 to 8 feet of loose or soft fill and peat, which is underlain by medium dense to dense ".gravelly silty sand" to the bottom of the test pits at 8 to 9 feet. Groundwater seepages were encountered at 3.5 feet below grade. CONCLUSIONS AND COMMENTS Based on our. review, of the submittals, it is our professional opinion that the geotechnical report was prepared in general accordance with the standard of practice in the profession. The risk of ground movement caused by the proposed development appears to be minimal as long as the geotechnical recommendations are followed. In addition, our review comments are as follows: 1. The formation of the peat and the ground water seepage need to be discussed in the geotechnical report. 2. The Quarry spall mat needs to be filter fabric protected and some provisions or arrangements to drain the water should be on the plans. 3. The geotechnical report should provide specifications for the "Granular Free Draining Backfill" shown in Detail 1. on. Sheet S I J of Estate Home Design Drawings. 4. The geotechnical report should provide recommendations for the lateral earth, pressures (i.e. active and at -rest) on basement. walls, which should be considered in structural designs. 5. Comments No. 1 and No: 2 from Dodd's June 24, 2003 letter should be implemented in Estate Home Design Drawings, A4.1. Geo Group Northwest, Inc. August 6, 2003 G-1673 City of Edmonds/Hanchett Page 3 MUTATIONS Our geotechnical review was conducted based solely on ithe information included in the reviewed submittals, and was in accordance with "general accepted engineering practice" under similar. conditions in this, area. Our geotechnical review does not relieve the responsibility and the liability of the "geotechnical engineer of record" for this project. Sincerely, Geo Group Northwest, Inc.,. Lee Lu, P.E. y1AM . C� Senior Engineer so ,� 514� E William Chang,. P.E. �NA4. Principal EXPIRES:. 2/19/ geotech review comments.wpd J , -A` r DODDS GeoSciences Inc. Post Office Box 2385. Kirkland, WA 98083 Tel: 425.827.1084 Fax: - 425.828.9443 Mr. & Mrs. Hanchett: -11"03 Daley Pl e Edmonds, WA 98020 Subject: Geotechnical Engineering Report Proposed New Residence Lot 10 of Harbor Hills Edmonds, WA 98020 Dear Mr. and Mrs. Hanchett: `6Ec1Vt JUN 216Lv PERMIT COUNTED Job Number 23005 March 1.8, 2003 This report is the result of our work on Lot 10 of the.Harbor Hills Short Plat in Edmonds, Washington. The purposes of our work were _to evaluate the characteristics of the subsurface soil and groundwater on the site, provide geotechnical engineering design guidelines for shallow structure footings, and provide geotechnical engineering guidelines for earthwork and grading. The .scope of our work consisted of logging and sampling three, test pits excavated on the property with a backhoe, conducting laboratory testing consisting of. sieve gradation and moisture content tests, engineering analysis, and creation of this report summarizing ourfindings and conclusions. No warranty is expressed or implied. Please see Plate 1 for guidelines in the. use and application of this report to your project. Surface Conditions: The property is Lota 10 of the Harbor Hills Short Plat in Edmonds, Washington. The general location of the property is shown on the Vicinity Map, Plate 2. At the time of our fieldwork, the site was generally covered with grass. There was a slight to moderate slope down to the west and north. There is a drainage swale running along the -north. side of the property. Subsurface Investigation and Summary. Three test pits were excavated on the property at the locations shown on the Site Plan, Plate 3. The test pits were excavated to a maximum depth of nine feet below existing grades with a backhoe. • LOT 10, HARBOR HILLS March 1.8, 2003 Job Number 23005 Page 2 The test pits were observed, logged and. sampled by the undersigned engineer during excavation. Recovered' soil samples were subjected to selected laboratory testing consisting moisture " content- and sieve gradation tests. At the conclusion of the testing all collected results were collated, organized and analyzed.. Although there may very well be variations from the following, we expect the subsurface description below to apply to much of the site: Much of , the site is overlain with around four feet of variable. gravelly silty sandy fill, much of which has abundant wood and, logs in it. Underlying the fill at Test Pits 1 and 3 was around 2.5 feet of soft, wet Peat. A brown to. gray, medium - dense to dense, gravelly silty sand underlies the entire site starting at a depth of six to eight 'feet below existing grades.. Seeping groundwater was noted in ' ,our test pits during excavation at 3.5 to 5.0 feet,below grades. The final test pit logs attached to this report are our interpretations of the field data and the laboratory tests. The stratification lines on the logs represent approximate boundaries between soil types at the exploration location. In actuality the transition may be gradual. The relative densities and moisture descriptions on the logs are -interpretive descriptions based on observed conditions during drilling. The logs should be reviewed for specific subsurface information at each of the locations tested. LOT 10 - HARBOR HILLS Job Number 23005 March 18, 2003 . Page 3 General Conclusion Summary: 1) The site appears feasible to develop provided the recommendations contained in this report are incorporated into the plans. 2) It appears the .biggest potential problem on this site will be the capture, control and drainage of groundwater around and under the residence and the driveway, both during and after construction. 3) To facilitate drainage and bearing, we recommend the entire building pad be underlain with a minimum of 1.5 feet of 2" to 4" compacted quarry spall rock which is placed atop competent native soil. Slabs on grade and driveways should be over -excavated to competent native .ground and backfilled with clean crushed rock. The ground under the spall rock should be sloped to drain to the northwest corner of the excavation, where all the drainage will be collected into a pipe and discharged to an approved discharge facility. 4) It appears that most to all of the excavated soils for this project will be unusable as structural fill. Foundations: The proposed new structure may be supported on conventional continuous and spread footings bearing on a minimum of 1.5 feet of compacted 2-inch to 4-inch quarry spall rock placed atop competent undisturbed gravelly silty sand. A maximum bearing pressure of two thousand five hundred (2,500) pounds per square foot (psf) may be used in structural design. The, design bearing pressure may be increased by one-third to accommodate short term wind and seismic loads. All footings should bear at least eighteen (18) inches below the outside finish grade. Over -excavation to place the spalls should be anticipated. To preclude 7 shear failure of the ground, we recommend continuous and spread footings have minimum widths of sixteen (16) inches and two (2) feet, respectively. Quarry spalls placed under footings should extend out beyond the edges of the footings a minimum distance equal to one-half the fill depth. For example, if two foot of compacted quarry spalls was placed under an sixteen -inch -wide footing, the minimum width of the spalls (and therefore the footing excavation) would be forty'inches. • • LOT 10 - HARBOR HILLS March 18,2003 Job Number 23005 Page 4 Our calculations indicate that footings bearing as specified above will settle approximately one -half -inch between building corners, between isolated spread footings, and for every forty feet of continuous footing distance. Lateral loads such as wind and seismic forces are accommodated by friction between the foundation elements and the bearing soils, 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. The passive resistance in these cases can be assumed to be an equivalent fluid pressure of three hundred (300) pounds per cubic foot (pcf). Seismic Design: The site is classified as Seismic Zone 3 by the Uniform Building Code. We recommend the designer utilize a site soil coefficient of SD in their analysis. Site Drainage: The site should be graded during construction so that surface water and all seeping groundwater be directed away from the excavation. Water should not be allowed to pond where foundations, pavements, or slabs are to be constructed. Final site grades adjacent to all buildings should be sloped away from the structures for a minimum distance of five feet. Footing drains are required for this project as a redundant safety factor, and should consist of a slotted four -inch -diameter PVC pipe bedded in, and covered with a minimum of six inches of drain rock. The center of the pipe should be placed at the elevation of the bearing surface. A non- woven geotextile fabric (Mirafi 140N, Supac 4NP, or other equivalent) should be wrapped around the outside of the drain rock. The PVC pipe should be sloped to drain, and - may be connected the roof and surface water discharge pipes down -gradient and away from the structures. LOT 10 - HARBOR HILLS March 18, 2003 Job -Number 23005 Page 5 All drains (roof, surface water, and footing drains) should discharge to an appropriate discharge. facility. If at all practical, gravity drainage is preferred over utilization of a pump to achieve drainage. Excavation Slopes: Temporary and permanent excavations and slopes for this project must meet all applicable government safety regulations. Temporary cuts to depth of four feet may be attempted vertical, although they will most probably not hold. Excavation slopes greater than four feet in depth should be cut no steeper than 1:1 (Horizontal:Vertical). Flatter slopes may be required depending upon local variations in soil conditions and whether there is abundant seeping groundwater. Contractors working in excavations, or adjacent to slopes should . use caution at all times. Sudden caving.of the side slopes is possible. Permanent -cut and fill slopes which' are not otherwise reinforced should not exceed 2:1 (H:V). General Earthwork and Structural Fill: Site construction should begin by ,stripping and clearing the building area of existing fills, peaty soils, vegetation, and any other deleterious material. Stripped materials may have to be removed from the site. Groundwater seepage was noted during our fieldwork. The contractor should anticipate and be prepared to accommodate moderate to heavy, seepage into even shallow excavations. Structural fill is defined as any fill placed below structures, including slabs, where the fill ' soils need to support loads without unacceptable deflections or shearing. Structural fill should be clean and free -draining, and should be placed above unyielding native site soils in maximum eight -inch -thick loose lifts and compacted to a minimum of 95% of Modified Proctor (ASTM D 1557). Soil is typically difficult to place and compact as structural fill 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 t LOT '10 - HARBOR HILLS Job Number 23005 March 1 8,2003' Page 6 (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. Wet Weather Construction: If the site is developed during extended periods of wet weather or in the winter, the following are anticipated additional costs and changes which should be anticipated: 1) Excavated slopes will have to be protected with plastic. -2) All of the excavated soils will be unusable as structural fill. 3) Foundation excavations will require an additional over - excavation on the order of -at least six inches and replacement with compacted quarry spalls. 4). Numerous site visits will be required by this office to .evaluate conditions,. confer with the contractor, and make remedial recommendations. 5) Costs of maintaining the site and adjacent streets/properties will increase. 6) A reinforced construction access road consisting of geotextile fabric, quarry spalls or cement stabilization 'may be required. Closure: This office should be retained to review*. the final development plans to verify site specific 'subsurface requirements have been met and our recommendations have been accurately interpreted in the plans. This office should .also be retained to provide geotechnical engineering consultation and observation services during design and construction. This will allow us to: 1) Confirm that design conforms to expected and encountered subsurface conditions; 2) Confirm that subsurface soils exposed. during excavation are consistent with those anticipated; 3) Evaluate whether earthwork, subgrade preparation and subsurface drainage activities conform to the intent 'of the contract specifications and plans: and, 4) Provide recommendations for design changes in the event of changed conditions. LOT 10 - HARBOR HILLS Job Number 23005 March 18, 2003 Page 7 While on the site during construction, we will not direct or supervise the contractor or work, nor will we be responsible for providing on -site safety or dimensional measurements. It has been a pleasure providing you with our professional services. If there are any questions concerning this report, please contact us. Thank you, DODDS Geosciences Inc. K. o b exv�s Mark K. Dodds, P.E. e Ita NorthStar Land Surveying, Inc. Professional Land Surveyors: PO Box 2139 Snohomish, WA 98291 Tel 1-800-619-8223 Fax 360-862-9921 June 2, 2004 To Mike Snook City of Edmonds Development Services Department 121 a Avenue N Edmonds, Wa., 98020 Dear Mike: In reference to the Hanchett property located on Lot 10, Harbor Hills as recorded under Auditors file #8908085001, records of Snohomish County, Washington. I personally rem the computations made for the foundation staking and staked those points in the field. The only structure that is actually on the setback lines is the. garage and it was staked utilizing the existing property comers on site,'care was taken during the staking process to ensure that the setback requirements were met. The Setbacks comply with the approved Plot Plan. Sincerely, Jon E. Pendergraft, PLS Northstar Land Surveying RECEIVED JUN - 4 2004 PERMIT COUNTER D DD � , � S GeoSciences Inc. Post Office Box 2385. .Kirkland, WAS 98083 Tel:. , 425.827.1084 Fax: 425.828.9443 Mr. & Mrs. Hanchett: Job. Number 23005, 1103 Daley, Place March 18,. 2003 Edmonds, WA 98020 Subject: Geotechnical Engineering Report Proposed New Residence Lot 10 of Harbor Hills Edmonds, WA 98020 Dear Mr. and Mrs.- Hanchett: This report is the result of our work on Lot 10 of the Harbor Hills Short Plat. in Edmonds, Washington: The purposes of our work. were to .evaluate the. characteristics of the subsurface soil and groundwater on the site, provide geotechnical engineering design guidelines for shallow structure footings, and provide geotechnical engineering guidelines for earthwork and grading. The scope of our work consisted of logging and sampling three test. pits excavated on the property with a backhoe, conducting laboratory testing consisting of sieve gradation and moisture content tests, engineering analysis, and creation of this report summarizing our findings and conclusions. No warranty is expressed or implied. Please see Plate 1 for guidelines in the use and application of this report to your project. Surface Conditions: The property is Lot 10 of the . Harbor Hills Short Plat in Edmonds, Washington.. The. general' location of the property is shown on the Vicinity Map, Plate 2. z At the time of our fieldwork, the site was generally covered with grass. There was a slight.to moderate slope down to the west and north. There is a drainage swale running along the north side of the property. Subsurface Investigation and Summary: Three test pits were excavated on the property at the locations shown on the Site Plan, Plate 3. The test pits were excavated to a maximum depth of nine feet below existing grades with a backhoe. ECEI JUN 2 6 2003 PERMIT LOT 10-- HARBOR HILLS March 18, 200.3 Job Number 23005 Page 2 The test -pits were observed, logged and sampled by. -the undersigned engineer during excavation. Recovered soil samples were subjected to selected laboratory testing consisting moisture content and sieve gradation tests. At the conclusion .of the testing all collected results were collated, organized and analyzed. Although there may very well be variations from the following, we expect the subsurface description below to apply to much.of the site: Much of the site is overlain with around four feet of variable gravelly silty sandy fill, much of which has abundant wood. and logs in it. Underlying the fill at Test Pits 1. and 3 was around 2.5 feet of.soft,-wet Peat. A brown to gray, medium - dense to dense, gravelly silty sand underlies the entire site starting at a depth of six. to eight feet below existing grades. Seeping groundwater was noted in :our, test pits during excavation at 3.5 to 5.0 feet below grades. The final test pit logs attached to .this report are our interpretations of the field data and the laboratory tests. The stratification lines on the logs represent approximate boundaries between soil types at the exploration location. In actuality the transition may be gradual. The relative densities and moisture descriptions on the logs are interpretive descriptions based on observed conditions during drilling. The logs should be reviewed for specific subsurface information at each of the locations tested. LOT 10 - HARBOR HILLS March 18, 2003 General Conclusion Summary: Job Number 23005 Page 3 1) The site. appears feasible to develop provided the recommendations contained . in this report are incorporated into the plans. 2) It appears the 'biggest potential problem on this site, will be the capture, control and drainage of groundwater around and under the residence and the driveway, both during .and after construction. 3) To facilitate drainage, and bearing,- we _recommend the entire building pad be underlain with a minimum of 1.5 feet of 2" to 4" compacted quarry spall rock which is placed atop competent native soil. Slabs on grade and driveways should be over -excavated to competent native ground and backfilled with clean crushed rock. The ground under the spall rock should be sloped to drain to the northwest corner of the excavation, where. all the drainage will be, collected into a pipe and discharged to an approved .discharge facility. 4) It appears that most to all of the excavated soils for this project will be unusable as structural fill. Foundations: The proposed new structure may be supported on conventional continuous and spread footings bearing on a minimum of 1.5 feet of compacted 2-inch to 4-inch quarry spall rock 'placed atop competent undisturbed gravelly silty sand. -A maximum bearing pressure of two thousand five hundred (2,500) pounds per square foot (psf) may be used in structural design.. The design bearing pressure may be increased by one-third to accommodate short term wind and seismic loads. All footings should bear at least eighteen (18) inches below the outside finish grade. Over -excavation to place the spalls should be anticipated. To preclude shear failure of the ground, we recommend continuous and spread footings have minimum widths of sixteen (16) inches and two (2) feet, respectively. Quarry spalls placed under footings should extend out .beyond the edges of. the footings a minimum distance equal to, one-half the fill depth. For example, if two foot of compacted quarry spalls was placed under an sixteen -inch -wide footing, the minimum width. of the spalls (and therefore the footing excavation) would be forty inches. LOT 10 - HARBOR HILLS March 18, 2003 Job Number 23005 Page 4 Our calculations indicate that footings bearing as specified above will settle approximately one -half -inch between building corners, between isolated spread footings, and for every forty feet of continuous footing distance. Lateral loads such as wind and seismic forces are accommodated by friction between the foundation elements and the bearing soils, 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. The passive resistance in these cases can be assumed to 'be an equivalent fluid pressure of three hundred (300) pounds per cubic foot (pco. Seismic Design: The site is classified as Seismic Zone 3 by the Uniform Building Code. We recommend the designer utilize a site soil coefficient of SD in their analysis. Site Drainage: The site should be graded during construction so that surface water and all seeping groundwater be. directed away from the excavation. Water should not be allowed to pond. where foundations, pavements, or slabs are to be constructed. Final site grades adjacent to all buildings, should be .sloped away from the structures for a minimum distance of five feet. Footing. drains are required for this project as a redundant safety -factor, and should consist of a slotted four -inch -diameter PVC pipe bedded in, and covered with a minimum of six inches of drain rock. The center of the pipe -should be placed at the elevation of the bearing surface. A non- woven geotextile fabric (Mirafi . 140N, Supac 4NP, or "other equivalent) .should be wrapped around the outside of the drain rock. The PVC pipe should be sloped to , drain, and may be connected the roof and surface water discharge pipes down -gradient and. away from the structures. • 0 LOT 10 - HARBOR HILLS March 18,2003 Job Number 23005 Page 5 All drains (roof, surface water, and footing drains) should discharge. to an appropriate discharge facility. If at all practical, gravity drainage is. preferred over utilization of a pump to achieve drainage.. Excavation Slopes: Temporary and permanent excavations and slopes for this project must meet all applicable government safety regulations. Temporary cuts to depth of four feet- may be attempted vertical, although they will most probably not hold: .Excavation slopes greater, than four feet in' depth should be cut no - steeper than 1:1 (Horizontal: Vertical).. Flatter slopes may be required depending upon local variations in soil conditions and whether there is abundant seeping groundwater. Contractors working in excavations, or adjacent to' slopes should use caution at all times. Sudden caving of the side slopes is possible. Permanent cut and fill slopes which are not otherwise reinforced should. not exceed 2:1 (H:V). General Earthwork and Structural Fill: Site construction should begin by stripping and clearing the building area of existing . fills, peaty soils, vegetation, and any other deleterious material. Stripped materials may have to be removed from the . site. Groundwater seepage was noted during our fieldwork. The contractor should anticipate and be prepared to accommodate moderate to heavy seepage into evert shallow excavations. Structural fill is defined as any fill placed below structures, including slabs, where the fill soils need to support -loads without unacceptable deflections. or shearing. Structural fill should- be clean and free -draining, and should be placed above unyielding native site soils in maximum eight -inch -thick loose lifts and compacted to a minimum of 95% of Modified Proctor (ASTM D 1557). Soil is typically difficult -to place and compact as structural fill 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 •. LOT 10 - HARBOR HILLS March 18,2003 Job Number 23005 Page 6 (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. Wet Weather Construction: If the .site is developed during extended periods of wet weather or in the winter, the following are anticipated additional costs and changes which should be anticipated: 1) Excavated slopes will have to be protected with plastic. 2) All of the excavated soils will be unusable as structural fill. 3) Foundation excavations will require an additional over - excavation on the order of at least. six inches and replacement with compacted quarry spalls. 4) Numerous site visits will be required by this office to evaluate conditions, confer with the contractor, and., make remedial recommendations. 5) Costs of maintaining the site and adjacent streets/properties will increase.. 6) A reinforced construction access road consisting of geotextile fabric, quarry spalls or cement stabilization may be required. Closure: This, -office should be retained to review the final development plans to verify site specific subsurface requirements have been met .and -our recommendations have been accurately interpreted in the plans. This office should also be retained to provide geotechnical engineering consultation and observation services during. design and construction. This will allow us to: 1) Confirm that design conforms . to expected and encountered subsurface conditions; 2) Confirm that subsurface soils exposed during excavation are consistent with those -anticipated; 3) Evaluate whether earthwork, subgrade < preparation' and subsurface drainage activities conform" to the intent. of the contract specifications and plans: and; 4) Provide recommendations for design changes, in the event of changed conditions. LOT 10 - HARBOR HILLS Job Number 23005 March 18, 2003 Page 7 While on the site during construction, we will not direct or supervise the contractor or work, nor will we be responsible for providing on -site safety or.dimensional measurements. It has been a pleasure providing you with our professional services. If there are any questions concerning this report, please contact us. Thank you, DODDS Geosciences .Inc. �- K. DO 03 'Y P - 8 EXPIRES Mark K. Dodds, P.E. PLATE 1 GUIDELINES IN THE USE AND APPLICATION OF THIS REPORT Lot 10 of Harbor Hills, Edmonds, Washington The .report for Job Number 23005 was .prepared in accordance with local � generally accepted engineering principles, practices. and standards. No warranty is expressed or implied. The findings and recommendations contained in this report are based upon the limited services you requested. Geotechnical engineering requires the application of professional judgment, as no study can completely quantify subsurface conditions. It is our opinion the owner should, without hesitation, undertake any additional work specified in the report as it is our opinion this work is necessary to augment.and/or fulfill site specific requirements. This report is an informational document, and is not to be used for contractual purposes. Any interpretations of subsurface conditions in this report, including the test pit logs and/or text discussions are based on our testing, analysis, experience, and judgment. There is no warranty that these subsurface conditions occur anywhere on the site except at the -exact .location and exact time when and where the field tests were conducted. Groundwater levels can beespecially sensitive to seasonal and other changes. This report may not be applied to other sites or another project on this site without our written. permission. We are not responsible for interpretations others may make using this report. The conclusions and recommendations in this report assume that the field tests which we.conducted and our interpretations accurately portray and represent subsurface conditions at the site. If, during excavation and/or construction significantly different subsurface conditions are encountered from that described in this report, our firm should be notified at once .to review these' conditions and, if necessary, revise our recommendations. If there is a significant lapse of time between our report _submittal and the start of construction, we should be retained to review and verify site conditions. Unanticipated soil conditions are commonly encountered during excavation and construction, and this simply cannot be fully anticipated -by periodic soil and/or rock sampling at widely -spaced testing locations. The owner should be prepared to accommodate potential- extra costs .through the development of a contingency fund. This firm.cannot.be responsible for any deviation from the intent of this report including, but not. limited to the nature of the project, the construction' timetable, and" any construction methods discussed in this report. The recommendationscontained in this report.are not intended to direct the contractor's methods, techniques, sequences or procedures, except as may be specifically described in the report. This firm will not be responsible or liable for any construction, scheduling, or safety activity on this site. During construction we reserve the right to stop our inspections and-- other activities if there are unpaid bills which are, more than 30 days overdue. PLATE 2 Vicinity Map Lot 10 of Harbor Hills, Edmonds,.. Washington 3 - - n s. Va r• lam ST 3w —U IBM 188iH r B9Tx L JUL Sr ti^A . nsn "' OIL ft Rp as 19 ST _ sw P,nUGET OR •- ssELavr u 1 d g 6 wERE xi w, °A ,�, r eaBoncaE sxNo sne F : eRAtxcrrs AS w • ;- Ta€ n . , 200IH galPAW n � m a _ > SIERRA L • p �124lST �,o ara M N P MILL !a AT ST SW IN .� _ _ 20 s . •w. • •° DMArsaR .— sr pa mrixw :� , i m „! ST ,, 23 wvlc K .� `• ': rLDWE wxELL yr « ss swcE r.. riots titsx R 'S! .r_, ! V a ®r Il 7w, ar ST o sy i L n JH 21HIH i ^`` ru '^ R ST > r °i < St w u. 220T 30i ' IT s a < � 26 COOIA ' Q A Ew Ssi ` • 5 E !_� ELM n _ a' @ a °6p0 g -0 4 ram r 1 PLATE 3 Site Plan Lot 10 of Harbor Hills, Edmonds, Washington 3-iace Drainage Swale r-,.,- - 7ETA ' J � SOIL AND BORING COMPLETION LOG PROJECT NUMBER JN23005 TEST PIT NUMBER: TP-1 PROJECT: Hanchett Residence LOCATION: See Plate 3 EXCAVATION METHOD: Backhoe GROUND SURFACE ELEVATION (ft msl) : 194 LOGGER: Mark K. Dodds, P.E. WATER LEVEL AND DATE (ft bgs) : 3.5 ATE SAMPLE SAMPLE DESCRIPTION i W W > W W W m U J W JO JO dx ►- Q 2 M Ui WD o� z } (. tn} DU) Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood. 2- 3- Brown Peat, wet, soft. a 5 s Gray Gravelly silty Sand, wet to saturated, medium dense to dense. Moisture Content :_ 10.9% 7 8 Stopped at 8.0 feet...GWT near 3.5 feet ATE. 9 10 SOIL AND BORING COMPLETION LOG PROJECT NUMBER: JN23005 TEST PIT NUMBER: TP-2 PROJECT: Hanchett Residence LOCATION. See Plate 3 EXCAVATION METHOD: Backhoe GROUND SURFACE ELEVATION (ft msl) : 195 LOGGER: Mark K. Dodds, P.E. WATER LEVEL AND DATE (ft bgs) : 3.5 ATE SAMPLE SAMPLE DESCRIPTION > � J O!L, W W . U J H co ED ca d� W� . ¢ Z 2 } 0 2 cn}. 0 (n Z (n U) Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood and logs. 2 3 s. 4 J 5 6 7 Gray to brown Gravelly Silty Sand, wet to 2 saturated, medium dense to dense. Moisture $ Content = 22.5% at 7.75 feet and 13.8% at 8.5 feet. 3 s Stopped at 9.0 feet. GWT near 3.5 feet ATE. T SOIL AND BORING COMPLETION LOG PROJECT NUMBER: JN23005 TEST PIT NUMBER: TP-3 PROJECT: Hancheft Residence LOCATION: See Plate 3 EXCAVATION METHOD: Backhoe GROUND SURFACE ELEVATION (ft msl) : 190 LOGGER :Mark K. Dodds, P.E. WATER LEVEL AND DATE (ft bgs) 5.0 ATE SAMPLE SAMPLE DESCRIPTION � J -1 LL W ' W W W ' H U- W W m O m •O fn m �NQ Z �N Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood and logs. 2- 3- 4— Brown Peat, wet, soft. 5 s 6 Gray to brown Gravelly Silty'Sand to Gravelly Sand, Wet to saturated, medium dense. 8 9 'Stopped at 9.0 feet. G.WT near 3.5 feet ATE. 10 1 PLATE 6 Sieve Gradation Analyses Lot 10 of Harbor Hills, Edmonds, Washington Test Pit #2; 7.5' - 8.0' Sieve % Pass. 2" 100 3/4" 100 3 8" 100 - #4 100 # 10 99.3 #40 91.9 # 100 27.4 #200 13A l.: -_ •- .- - _ . l..y.-r ...-.•. .. r.'.�..-. .. wit w..(�.�.y.C`.-.r .•y.r.._..�,�.....yy.-r i. Kv..ytii. •, i.{�'. �4r. wv �„=Cr.'u``v�u''lw4*S �t�'�.^',r•-.,I'../l�Y. ti.,Jc'a7-` Y'� `�^'u^' .J':"�•-f"�""'' "tyilJw.'^`w�+^'�'"`v YAx'�1-.-"�._.;:�• ��S PERMIT NO: 9861 'Cityof Edmonds SIDE SEWER PERMIT PERMIT EXPIRES Address of Construction: 11673 y LID # l Property Tax Account Parcel No. 1 7 f6rOO O 000 Attach copies of all access and utility easements A*" Verified and Approved by I Owner and/or Contractor: DYJA-, Contractor License #: Single Family uilding Permit #: XNo ❑ Multi -Family (No. of Units _� *RI�W Construction Permit # ❑ Commercial (No. of Units ) Cross other **Private Property: ❑ Yes [(No ❑ Public Invasion into City *Right -of Way: ❑ Yes Attach legal description and copy of recorded easement. r A�Owner/ ontractor 7 71e 4' Owner or contractor signature and acknowledgement statement: Date By signing for this permit I erif�hat I have read the City's pub bout entitled Side Sewer Specification & shall comply with all City requirements outlined therein. 9 CALL DIAL -A -DIG (1-800-42r5555) BEFORE ANY EXCAVATION V FOR INSPECTION CALL'42.5-771-0220 extension: 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE. CHARGED: Job Site Ready YES NO Date: Initial: Partial Inspection: Date: Initial: Partial Inspection: Date: Initial: FINAL INSPECTION APPROVED: Date: 317 In Initial:___j6_As-built to Street File: ❑ 1,� PERMIT MUST BE POSTED ON JOB SITE f� White Copy: File Green Copy: Inspector Buff Copy: Applicant . L,teMp;bldg fortns;sspennitj Ig4/00 C,❑, EXISTING 0 W Q E r1 •' � Y CITY OF EDMONDS SIDE SEWER AS- BUILT c:) ADDRESS HOMEOWNER . t' 1103 Daley Place Brian & Chris Hanchett CONTRACTOR SCALE Estate Hones NTS DATE DRAWN 7-7-2004 BY K, Haney PERMIT NO. 9861 _1 of E-D ir_ E ti v Qv Q a U u O 1103 OAL- PL CITY -OF EDMONDS WATERLINE AS -BUILT ADDRESS HOMEOWNER 1103 DALEY PL _HANCHETT CONTRACTOR SCALE NT$ DATE DRAM PERMJT 03/24/2005 JBY SIBREL NO. 2004-0275 E-D.Ar_ go CITY OF EDMONDS AS— BUILT r d ADDRESS 1103 Oa ie,Ll y2 HOMEOWNER CONTRACTOR Havilc l u+- DATE DRAWN 114 f� 'ZZ)J5 BY Tm SCALE I NTS PERMIT NO. .2�e 0 4 C Z7 - •a vCYlp1- �.a_-L-G�.vY.A C'� q�J� `s��m-i— PLANNING DATA` - NAME: DATE: E3-11- n SITE ADDRESS: l PLAN CHK#:O�ro?Co PROJECT DESCRIPTION: REDUCED SITE PLAN PROVIDED es / No MAP PAGE: CORNER LO e / No FLAG LOT: es / No ZONING: CRITICAL AREAS DETERMINATION #:Qfi�Q AStudv Reaulred: c,_� _ D-X--A xa � � A -r^ ❑ Waiver +gym 40w 6 +0 VOLA, ❑ Conditional Waiver`���'l��"--�Gl O�-� .1��-=o.�•ry SEPA,pETERMINATION:. F Checklist ❑ APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) Exempt SETBACKS: Required Setbacks: Street:9-, , LeftSide: Right Side: 1 nRear: Q/� Actual Setbacks: Street: a1 Left Side: Right Side: Rear: ,DJ Street map checked for additional setback required? (Yes / No / DNA) O DETACHED STRUCTURES: © ROCKERIES: ❑ FENCES/TRELLISES: © BAY WINDOWS / PROJECTING MODULATION: STAIRS / DECKS: - ® CJYI-11 �A 5�vv.�, 'c�.�u� Lyc- Q,-c,, pSS PARKING: Required:,,!�_Ac%i -���` �� — �st.S� inJ A- LOT AREA: 12 . �(n I Al d �R.R��-1'i �iv� BUILDING HEIGHT: 4.- � &%cam p0. + 0 C Datum Point. '� atum ovation: 4 Gi (n . -:z,, t >37 8S t �Qscfo Maximum Allowed: 1-IS 1� �nAfz- a��.3rActual Height: t c�C37° 1ag , tCo A.D.U. CREATED : No / Yes SUBDIVISION: _ ,pkl� r-, xy�r��. �-i'� \ice p (�- � t cz 3. ► Z� LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: es No e I Q s S O D i 61 hv4 HoySC I U 3. 50 1 � n Review By. behind V-0VSz_ C Y- kvc C� to a R -%O } I l":�2�.-. c o ��lac� k lerc dX- � NewB w�Da Forem. C c �r Oc C TZ tci t�GK-mac ��4S .a PLANNING DATA SITE ADDRESS: I — PLAN C PROJECT DESCRIPTION: t-, _ o .. ? c= r= j REDUCED SITE PLAN PROVIDED?( Ye / No ate_ t� s MAP PAGE: CORNER LO :` e / No FLAG LOT: Yes o ZONING:_ 2 CRITICAL AREAS DETERMINATION #:-Qj ❑ Waiver C lJi-hQcw„�,�, �C b R 0L_ ❑ Conditional Waiver SEPA DETERMINATION: ❑ Fee ❑ Checklist ❑ APO list w/ notarized form ❑ eeded for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) Exempt� �C1 SETBACKS: Required Setbacks: Street:&'Left Side: 10 Right Side: l d Rear: n� Actual Setbacks: _ Street:&,Left Side: Iy' Right Side: I S Rear: A Street map checked for ad onal�ck required? (Yes / No / DNA) T ❑ DETACHED STRUCTURES: ❑ ROCKERIES:._L /,, ,;Sn 2. par TO Q-�Cec..� `� r u'a' �r•u_��. '� S-a-�.1-e� � ❑ FENCES/TRELLISES: ❑ BAY WINDOWS / PROJECTING MODULATION: ❑ STAIRS / DECKS:'- w( cry, GR�)Oci+G PARKING:.Required: ! Actual: LOT AREA: ),7 LOT COvr_KA` coo Calculations: a Ica 7v; o-, _ BUILDING HEIGHT: Datum Poir Maximum Allowed: i^—iOt�`,E `p�lS. A.D.U. CREA I m Elevation: Ill (D ckiirror_ 0� SUBDIVISION: LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (YesjJ10 OTHER: Plan Review By:�n NewBPPlanningDataForm.DOC ;4m104--4LTA:IIs A%** Ubau MUGL CLvv4uuuu Cumgc Ove dOPeS On site 9ONWAY less dean 1511 borhmutal distance of 66-fed). SIOPes Present On site of more than I of 10ted over a horizontal distance, grades of greater than 30% present horizontal &Stan= of less don 33-& of year-mund standing waft 2f smmn:d StMA'Mqr urmM- P-dwukbj UL UM year in the goodWay_ L fiOo4jWn of a va stilts a crock or an area when watet flows across the gm Flows are seaso.nd? _ (What C )dmarilv.- forested mesdnw - CUM U i1w 1e 9 a .19 City of Edmonds ""Cr' "icat Areas."'Che tkfist �'' °gThC C�atucal Areas ChCCI st C on''' ^ ''.'f.. itiidiobiA it to the City this form his to be Mod out by any person 1... .�.: hiCviCW CbOCldlst,'nh2106apledhr'sayslte prepanng a Deveiopment Permit u . isjt, and malm a determination of tie Application for ale City of Edmonds prior , ,.....subsagact steps necessary to complete a to his/her submittal of a devdopment. dw�elopmeut permit application. permit to the City. ;,, .. signed copy of this form, the' The purpose of dhe.chemst is to arable ` ' "L :appUMM*Ould also submit a vudnity �P City staff to determine whether any ..... or o nwpa potential Critical Areasareor may be vft enovo do an that City staff can find present on the subject piopaty. The and idlcy ale subject pared(s) -,- Tn information needed to complete tie the appGeaat shall include ChwMist should be easily avahlable from other pafineat information (e g. site obsmvatioas of do site or data available at ice, tGPOPI;Y Mqh efta or studies in City ErA (Cdtical Areas invemodes, maps, eogjna�n with this ChedMA to assist or soil surveys). staff in completing their prrriiminary assessment of the site. An applicant, or Wher repretafive, must fill out the d=Ust, sign and date it, I have eomp>,etod dhealladwd Cdkd Area Owiffist and attest that the answers provided are 69UW to die bedof utyUowlcdge(ffiout ft Column bd mo. Ownerl Appt'icaot; M114 imp 1119,vr fill "'4 Name man Sk tAdd== 3d 3 S— IPAV So Gel R . lid d so a% Sete, ZU? Phone etc.i& Fis�, V � �EI.LE� ctINEl2 PM k.cfO� s is Date �ta9-�v�v ANC. 0 A/ r C.¢ "V GET- .7V 5•ELV �/L, 13 d T � L�1 TS , ? iVEE � rf�S JMAJ ee &4E i j Ii�lff 44 T S . T#,V-#VK S 0 1 0 DODDS GeoSciences Inc. Post Office Box 2385 Kirkland, WA 98083 Tel: 425.827.1084 Fax. 425.828.9443 Mr. & Mrs. Hanchett 1103 Daley Place Edmonds, WA 98020 Subject: Geotechnical Comments and Addendum Proposed New Residence Lot 10 of Harbor Hills Edmonds, Washington Job Number 23005 December 9, 2003 Reference: 1) City of Edmonds Structural Comment #1, 7/ 15/03 2) Geotechnical Review Letter by GeoGroup Northwest By William Chang, P.E. dated 8/6/03 Dear Mr. & Mrs. Hanchett: We have reviewed the geotechnical aspects of the above two references. The following are our comments: 1) Reference 1, Comment 1 - Regarding recommendations to prevent soil strength loss due to liquefaction during an earthquake. We do not consider the underlying subsurface to be liquefiable during a credible earthquake as the structure will bear on spalls placed atop medium -dense to dense competent native ground. 2) Reference 2, Item 1 - We are uncertain if the peat on this lot is due to native deposition or if it was dumped onto the lot sometime in the past. The entire plat, including this lot, has significant groundwater seepage. All peat will be removed from under building areas. Groundwater capture, control and drainage is of paramount importance on this project and has been taken into account during design. 3) Reference 2, Items 3 & 4 - See Section Below. RECEIVED JAN - 8 2004 PERMIT COUNTER HANCHETT ADDENDUM # 1 December 9, 2003 Basement and Retaining Walls: Job Number 23005 Page 2 Basement and retaining walls must be designed to support the lateral earth pressures which abutting soils will impose. The following recommendations are for walls which are less than twelve feet high that support relatively -level backfill: Active Earth Pressure.................................35 pcf Passive Earth Pressure ........................... 275pcf Unit Weight of Soil.....................................115 pcf Coefficient of Friction ................................ 0.35 The Active Earth Pressure recommended above assumes the wall can deflect at least 0.002 times the wall height. If this assumption is incorrect, a uniform lateral pressure of one hundred psf should be added to the wall pressure given above. The values recommended above are ultimate values and should be reduced by an appropriate safety factor (F.S.). In general we recommend a minimum F.S. of 1.5 for overturning and sliding. The resultant force from the soil (neglecting the passive pressure force) can be calculated by taking moments about the toe of the wall and should pass through the middle third of the footing. The above design values do not include hydrostatic pressures behind the walls and assume that no surcharge slopes or loads (such as construction traffic) are placed above or near the walls. Design values can also be exceeded if heavy construction equipment operates above the walls closer than twelve feet. If any of these conditions exist then the above design values should be augmented by appropriate additional pressures. If walls higher than twelve feet are required for this project, please contact our office. for additional. recommendations. Basement walls should be appropriately waterproofed and all walls should be backfilled with a clean compacted free -draining granular soil. If on -site soil is used as wall backfill, then an approved drainage composite will need to be used. Either the granular backfill or the approved drainage composite will prevent the buildup of hydrostatic pressures. Granular wall backfill should contain no more than five percent silt or 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 wall backfill care must be taken not to damage the wall. The top one to two feet of wall backfill should consist of relatively -impermeable soil or topsoil. 0 HANCHETT ADDENDUM # 1 December 9, 2003 Please contact us if there are any questions. Thank you, DODDS Geosciences Inc. Vo 3 Mark K. Dodds. P.E. Job Number 23005 Page 3 DODDS GeoScienccs Dace Post Office Box 2385 Kirkland, WA 98083 Tel: 425.827.1084 Fax: 425.828.9443 Mr. & Mrs. Hanchett: Job Number 23005 1103 Daley Place March 18, 2003 Edmonds, WA 98020 Subject: Geotechnical Engineering Report Proposed New Residence Lot 10 of Harbor Hills Edmonds, WA 98020 Dear Mr. and Mrs. Hanchett: This report is the result of our work on Lot 10 of the Harbor Hills Short Plat in Edmonds, Washington. The purposes of our work were to evaluate the characteristics of the subsurface soil and groundwater on the site, provide geotechnical engineering design guidelines for shallow structure footings, and provide geotechnical engineering guidelines for earthwork and grading. The scope of our work consisted of logging and sampling three test pits excavated on the property with a backhoe, conducting laboratory testing consisting of sieve gradation and moisture content tests, engineering analysis, and creation of this report summarizing our findings and conclusions. No warranty is expressed or implied. Please see Plate 1 for guidelines in the use and application of this report to your project. Surface Conditions: The property is Lot 10 of the Harbor Hills Short Plat in Edmonds, Washington. The general location of the property is shown on the Vicinity Map, Plate 2. At the time of our fieldwork, the site was generally covered with grass. There was a slight to moderate slope down to the west and north. There is a drainage swale running along the north side of the property. Subsurface Investigation and Summary: Three test pits were excavated on the property at the locations shown on the Site Plan, Plate 3. The test pits were excavated to a maximum depth of nine feet below existing grades with a backhoe. RECEIVED JUN 2 6 2003 STREE I` FILE PERMIT COUNTER LJ LOT 10 - HARBOR HILLS March 18,2003 Job Number 23005 Page 2 The test pits were observed, logged and sampled by the undersigned engineer during excavation. Recovered soil samples were subjected to selected laboratory testing consisting moisture content and sieve gradation tests. At the conclusion of the testing all collected results were collated, organized and analyzed. Although there may very well be variations from the following, we expect the subsurface description below to apply to much of the site: Much of the site is overlain with around four feet of variable gravelly silty sandy fill, much of which has abundant wood and logs in it. Underlying the fill at Test Pits 1 and 3 was around 2.5 feet of soft, wet Peat. A brown to gray, medium - dense to dense, gravelly silty sand underlies the entire site starting at a depth of six to eight feet below existing grades. Seeping groundwater was noted in our test pits during excavation at 3.5 to 5.0 feet below grades. The final test pit logs attached to this report are our interpretations of the field data and the laboratory tests. The stratification lines on the logs represent approximate boundaries between soil types at the exploration location. In actuality the transition may be gradual. The relative densities and moisture descriptions on the logs are interpretive descriptions based, on observed conditions during drilling. The logs should be reviewed for specific subsurface information at each of the locations tested. LOT 10 - HARBOR HILLS Job Number 23005 March 18, 2003 Page 3 General Conclusion Summary: 1) The site appears feasible to develop provided the recommendations contained in this report are incorporated into the plans. 2) It appears the biggest potential problem on this site will be the capture, control and drainage of groundwater around and under the residence and the driveway, both during and after construction. 3) To facilitate drainage and bearing, we recommend the entire building pad be underlain with a minimum of 1.5 feet of 2" to 4" compacted quarry spall rock which is placed atop competent native soil. Slabs on grade and driveways should be over -excavated to competent native ground and backfilled with clean crushed rock. The ground under the spall rock should be sloped to drain to the northwest corner of the excavation, where all the drainage will be collected into a pipe and discharged to an approved discharge facility. 4) It appears that most to all of the excavated soils for this project will be unusable as structural fill. Foundations: The proposed new structure may be supported on conventional continuous and spread footings bearing on a .minimum of 1.5 feet of compacted 2-inch to 4-inch quarry spall rock placed atop competent undisturbed gravelly silty sand. A maximum bearing pressure of two thousand five hundred (2,500) pounds per square foot (psf) may be used in structural design. The design bearing pressure may be increased by one-third to accommodate short term wind and seismic loads. All footings should bear at least eighteen (18) inches below the outside finish grade. Over -excavation to place the spalls should be anticipated. To preclude shear failure of the ground, we recommend continuous and spread footings have minimum widths of sixteen (16) inches and two (2) feet, respectively. Quarry spalls placed under footings should extend out beyond the edges of the footings a minimum distance equal to one-half the fill depth. For example, if two foot of compacted quarry spalls was placed under an sixteen -inch -wide footing, the minimum width of the spalls (and therefore the footing excavation) would be forty inches. U 0 LOT 10 - HARBOR HILLS March 18, 2003 Job Number 23005 Page 4 Our calculations indicate that footings bearing as specified above will settle approximately one -half -inch between building corners, between isolated spread footings, and for every forty feet of continuous footing distance. Lateral loads such as wind and seismic forces are accommodated by friction between the foundation elements and the bearing soils, 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. The passive resistance in these cases can be assumed to be an equivalent fluid pressure of three hundred (300) pounds per cubic foot (pco. Seismic Design: The site is classified as Seismic Zone 3 by the Uniform. Building Code. We recommend the designer utilize a site soil coefficient of SD in their analysis. Site Drainage: The site should be graded during construction so that surface water and all seeping groundwater be directed away from the excavation. Water should not be allowed to pond where foundations, pavements, or slabs are to be constructed. Final site grades adjacent to all buildings should be sloped away from . the structures for a minimum distance of five feet. Footing drains are required for this project as a redundant safety factor, and should consist of a slotted four -inch -diameter PVC pipe bedded in, and covered with a minimum of six inches of drain rock. The center of the pipe should be placed at the elevation of the bearing surface. A non- woven geotextile fabric (Mirafi 140N, Supac 4NP, or other equivalent) should be wrapped around the outside of the drain rock. The PVC pipe should be sloped to drain, and may be connected the roof and surface water discharge pipes down -gradient and away from the structures. • • LOT 10 - HARBOR HILLS March 18,2003 Job Number 23005 Page 5 All drains (roof, surface water, and footing drains) should discharge to an appropriate discharge facility. If at all practical, gravity drainage is preferred over utilization of a pump to achieve drainage. Excavation Slopes: Temporary and permanent excavations and slopes for this project must meet all applicable government safety regulations. Temporary cuts to depth of four feet may be attempted vertical, although they will most probably not hold. Excavation slopes greater than four feet in depth should be cut no steeper than 1:1 (Horizontal: Vertical). Flatter slopes may be required depending upon local variations in soil conditions and whether there is abundant seeping groundwater. Contractors working in excavations, or adjacent to slopes should use caution at all times. Sudden caving of the side slopes is possible. Permanent cut and fill slopes which are not otherwise reinforced should not exceed 2:1 (H:V). General Earthwork and Structural Fill: Site construction should begin by stripping and clearing the building area of existing fills, peaty soils, vegetation, and any other deleterious material. Stripped materials may have to be removed from the site. Groundwater seepage was noted during our fieldwork. The contractor should anticipate and be prepared to accommodate moderate to heavy seepage into even shallow excavations. Structural fill is defined as any fill placed below structures, including slabs, where the fill soils need to support loads without unacceptable deflections or shearing. Structural fill should be clean and free -draining, and should be placed above unyielding native site soils in maximum eight -inch -thick loose lifts and compacted to a minimum of 95% of Modified Proctor (ASTM D 1557). Soil is typically difficult to place and compact as structural fill 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 • LOT 10 - HARBOR HILLS March 18, 2003 Job Number 23005 Page 6 (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. Wet Weather Construction: If the site is developed during extended periods of wet weather or in the winter, the following are anticipated additional costs and changes which should be anticipated: 1) Excavated slopes will have to be protected with plastic. 2) All of the excavated soils will be unusable as structural fill. 3) Foundation excavations will require an additional over - excavation on the order of at least six inches and replacement with compacted quarry spalls. 4) Numerous site visits will be required by this office to evaluate conditions, confer with the contractor, and make remedial recommendations. S) Costs of maintaining the site and adjacent streets/properties will increase. 6) A reinforced construction access road consisting of geotextile fabric, quarry spalls or cement stabilization may be required. Closure: This office should be retained to review the final development plans to verify site specific subsurface requirements have been met and our recommendations have been accurately interpreted in the plans. -This office should also be retained to provide geotechnical engineering consultation and observation services during design and construction. This will allow us to: 1) Confirm that design conforms to expected and encountered subsurface conditions; 2) Confirm that subsurface soils exposed during excavation are consistent with those anticipated; 3) Evaluate whether earthwork, subgrade preparation and subsurface drainage activities conform to the intent of the contract specifications and plans: and, 4) Provide recommendations for design changes in the event of changed conditions. CJ • LOT 10 - HARBOR HILLS March 18, 2003 Job Number 23005 Page 7 While on the site during construction, we will not direct or supervise the contractor or work, nor will we be responsible for providing on -site safety or dimensional measurements. It has been a pleasure providing you with our professional services. If there are any questions concerning this report, please contact us. Thank you, DODDS Geosciences Inc. WAS v h �t EXPRES t./ Mark K. Dodds, P.E. . • PLATE.1 GUIDELINES IN THE USE AND APPLICATION OF THIS REPORT Lot 10 of Harbor Hills, Edmonds, Washington The report for Job Number 23005 was prepared in accordance with local generally accepted engineering principles, practices and standards. No warranty is expressed or implied. The findings and recommendations contained in this report are based upon the limited services you. requested. Geotechnical engineering requires the application of professional judgment, as no study can completely quantify subsurface conditions. It is our opinion the owner should, without hesitation, undertake any additional work specified in the report as it is our opinion this work is necessary to augment and/or fulfill site specific requirements. This report is an informational document, and is not to be used for contractual purposes. Any interpretations of subsurface conditions in this report, including the test pit logs and/or text discussions are based on our testing, .analysis, experience, and judgment. There is no warranty that these subsurface conditions occur anywhere on the site except at the exact location and exact time when and where the field tests were conducted. Groundwater levels can be especially sensitive to seasonal and other changes. This report may not be applied to other sites or another project on this site without our written permission. We are not responsible for interpretations others may make using this report. The conclusions and recommendations in this report assume that the field tests which we conducted and our interpretations accurately portray and represent subsurface conditions at the site. If, during excavation and/or construction significantly different subsurface conditions are encountered from that described in this report, our firm should be notified at once to review these conditions and, if necessary, revise our recommendations. If there is a significant lapse of time between our report submittal and the start of construction, we should be retained to review and verify site conditions. Unanticipated soil conditions are commonly encountered during excavation and construction, and this simply cannot be, fully anticipated by periodic soil and/or rock sampling at widely -spaced testing locations. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. This firm cannot be responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable, and any construction methods discussed in this report. The recommendations contained in this report are not intended to direct the contractor's methods, techniques, sequences or procedures, except as may be specifically described in the report. This firm will not be responsible or liable for any construction, scheduling, or safety activity on this site. During construction we reserve the right to stop our inspections and other activities if there are unpaid bills which are more than 30 days overdue. PLATE 2 Vicinity Map Lot 10 of Harbor Hills, Edmonds, Washington J{ a� �3 'ap �'' ' v w "o' Y KEG` • K Jeml n �'Mm ST BPY=�NL ,> IgBTN -ism sr S n IAA i UJL 19UTH S . sy Sna Di -• 13 ST + = '' msr 1921D ST sr 4 G wema aJMM1 > < Iww 4 K ' -� 19614, 9 ST SW Y HELM 1„ P�UGET DR s ee1 d ENE u °E d w 18 g 1 sJ ° s ASP ST n � --- R � S aJ i to �r ip w n A � 1 200TM ST 5M M r U"Ma MAR PAW < 'GLEN i SIERPA �`> P Nr > > 24 ST JJ NJIFFI K ST _ _ IN - MnSTE ,r •_ MYTTIM ST I mm MWAPLE sr 23 a < AEOE LlelTir h � sT. e nAw NOWELL WY in N ' Apt :. , Gi ae� ST FL swR INw[l ST •n w nm asM H n�,.._yy.: 1 .i. nmi n ' N _� wesrd " n -u r i i i 4! m 217TM o 8 z1HIH 26 n n' a 5 >< ST 9 3 d I t ( ST 30 > EIN ST E Si ElN Cr-220TH A Ft PLATE 3 Site Plan Lot 10 of Harbor Hills, Edmonds, Washington _ 3,iace Droinoge Swole iWotercourse O Setbock Per. Plot 1 S;�7 3p'pp.. f 728. 4 p E SEE DEiA T P - -e^cam '` � — 3 / (0 ^� o Z / J I / TP �•i�„� � s SOIL AND BCWG COMPLETION LOG PROJECT NUMBER: JN23005 PROJECT: Hanchett Residence EXCAVATION METHOD : Backhoe LOGGER: Mark K. Dodds, P.E. TEST PIT NUMBER: TP-1 LOCATION: See Plate 3 GROUND SURFACE ELEVATION (ft msl) : 194 WATER LEVEL AND DATE (ft bgs) : 3.5 ATE SAMPLE SAMPLE DESCRIPTION > -j i W W W mV J w x O O co co a.x i 2 ONQ Z c (n Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood. i 2- 3— Brown Peat, wet, soft. 4- 5- 6— Gray Gravelly silty Sand, wet to saturated, medium dense to dense. Moisture Content = 10.9% 7 8 Stopped at 8.0 feet. GWT near 3.5 feet ATE. 9 10 SOIL AND BONG COMPLETION LOG PROJECT NUMBER: JN23005 PROJECT: Hanchett Residence EXCAVATION METHOD: Backhoe LOGGER: Mark K. Dodds, P.E. TEST PIT NUMBER: TP-2 LOCATION: See Plate 3 GROUND SURFACE ELEVATION (ft msl) : 195 WATER LEVEL AND DATE (ft bgs) : 3.5 ATE SAMPLE SAMPLE DESCRIPTION 7 � J U.W W W W mV J W O W LU 2 O aI a D i v2 o in 3 z ai D ai Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood and logs. 2 3 4 5 6 7 Gray to brown Gravelly Silty Sand, wet to 2 saturated, medium dense to dense. Moisture s Content = 22.5% at 7.75 feet and 13.8% at 8.5 feet. 3 9 Stopped at 9.0 feet. GWT near 3.5 feet ATE. io SOIL AND BMING COMPLETION LOG PROJECT NUMBER: JN23005 PROJECT: Hanchett Residence EXCAVATION METHOD: Backhoe LOGGER: Mark K. Dodds, P.E. TEST PIT NUMBER: TP-3 LOCATION: See Plate 3 GROUND SURFACE ELEVATION (ft msl) : 190 WATER LEVEL AND DATE (ft bgs) : 5.0 ATE SAMPLE SAMPLE DESCRIPTION 0U- W Ov > WW co W J of Q: W O O (LLL X ¢ ? 2 vM o Cn z U)i D (nn Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood and logs. 2- 3- 4— Brown Peat, wet, soft. 5- 6— Gray to brown Gravelly Silty Sand to Gravelly Sand, wet to saturated, medium dense. 7 8 9 Stopped at 9.0 feet. GWT near 3.5 feet ATE. 10 PLATE 6 Sieve Gradation Analyses Lot 10 of Harbor Hills, Edmonds, Washington Test Pit #2; 7.5' - 8.0' Sieve % Pass 2" 100 3/a" 100 3 8" 100 #4 100 # 10 99.3 #40 91.9 # 100 27.4 #200 13.4 • •. !1 r pot /► EIVED APR 2 9 2004 :TURN ADDRESS DEVELOPMENT SERVICES CTR. CITY OF EDMONDS ;. CitX:of Edmonds, City Clerk 1.2:1-5th•Avenue North •- ...l djnon&j WA 98020 . 111111ullllllllllll{lllllllfllllilll>,Illli11111111IllNllfll�ll 200404200034 5 PGS I 04-20-2004 08:36am $23.00 SNOHOMISH-COUNTY. WASHINGTON. ..,.-COVENANT OF NOTIFICATION ± AND, Irtft FICATION/HOLD HARMELESS Reference #: any 4�1 a`o2D•y.d 7l0 Grantor(s):-(1)A+rt`c (2) Gam% t 1kAuc t+E r1 Additional on pg. Grantee(s): City of-Edmorids .` Legal Description (abbr'eviited)s 'Ski_ - jwn Rng �E QtrALL— Block 000 D - co Plat NA•agdf- µ��-►-s Assessor's Tax Parcel lDgs):'(.I)•'ba?L�i�9DDG�in/)D. (z) ;Assessor's Teri Patrcel ID# not yet assigned CITY OF EDMONDS . APPROVED FOR;R,E,CORDEli BY: DATE: S�/ : PAG)1 OF f ............. Under the review procedures established pursuant 'to.%the''S.tate Building Code, incorporating amendments promulgated by the City . of Edm6&ds, and as a prerequisite to the issuance of a building permit for the dojnsfi'uctipn'Qifa.residentiat .. structure and attendant facilities, the undersigned OWNERS•df.propy do hereby covenant, stipulate and promise as follows: 9 r' APPROVED FOR RECO G BY DATE �i yO PAGOF `'- ec}ytian..Qf Sublect Property. This covenant of notification and indemniflcatioulhold-hai giless relates to a tract of land at the street address of (insert street address),'1✓4monds Spohomish County, Washington and legally described as: 11� �L(3cf�'• t %GCS ..••-$ LK: voo p - oo Lv-c to -Ttow AN u13 u � � v ti � �0 1NT 'dN '.T.f� •toy . ....... ti ' •y 2. Notification and Covenant of Notificntia1rhe above referenced site (hereinafter "subject site") lies within an area Whi+eh has been identified by the City of Edmonds as having a potential for earth subsidence.ox laindslide hazard. The risks associated with development of the site have been'evaluated by technical consultants and engineers engaged by the applicant-*as'.:a,"part••-of. the process to obtain a building permit for the subject site. The resultg,of t'hc•'consulignt's reports and evaluations of the risks associated with development ai,e.coittained--in•.building permit file number 4,sel-"7i,,(insert number) on file•. vKitli•.-Ahe -City of Edmonds Building Department. Conditions, limitations, or.. prtihibitioas on development may have been imposed in accordance with the recoii6mem4ations of. APPRO R RECO ING r: BY DATE PAGE OF the• •consultants- iii...the course of permit issuance. The conditions, limitations, or proitibltionsjhay regaife.ongoing maintenance on the part of any owner or lessee or may re9uire.,niod'ificeois to the structures and earth stabilization matters in order to address •.futuro•*gr....atiticipated changes in soil or other site conditions. The statements 'aud•"conditions proposed by the OWNERS' geotechnical engineer, geologist, archftect•and/dr`struetura engineer are hereby incorporated by reference from the contents of.fhe file`asJx!lly as if herein set forth. Any future purchaser, lessee, lender or any 'otlier'persron. acquiring or seeking to acquire an interest in the property is put on notice o6 ie egistence•of fbe content of the file and the City urges review of its contents. The.Iile may be'reviewed during normal business hours or copies obtained at the Building.•-Departments-16ity of Edmonds, 121 5th Avenue North, Edmonds, Washington 98020. 3. Indemnification and Hold Ilarmless�,.•• . hE•... undersigned OWNERS hereby waive any and all liability associated with... development, stating that they have fully informed themselves of all risks associa 4....w th development of the property and do therefore waive and relinquish any and• all causes of action against the City of Edmonds, its officers, agents and emplo�ee's.aris ng. from and out of such development. In addition, the OWNERS on behalf of & inselves; their successors in interest, heirs and assignees, do hereby promise to indemnify -and hold..harinless the City of Edmonds, its officers, agents and employees from aay.loss; claim; Ifability or damage of any kind or nature to persons or property eftfer.,on..or off the site resulting from or out of earth subsidence or landslide hazard, arising-fioni or,but of the issuance of any permit(s) authorizing development of the site, or oceut'ring.or•. 4. APPR VED FOR RECORDING BY DATE PAGE �L/ _ OF arisitl . dut of--:, t `••false, misleading, or inaccurate information provided by the OWEM, their ernptoy�ees, or professional consultants in the coarse of issuance of the buildtng.perdiit: 4. Usurotnce-Reuu!.?ement In addition to any bonding ' which may be required during the, courgr--- •.development, the Community Services Director `specif ally required the maintenance of an insurance policy has/has not (striki•64) for public liability cdvei•age• In :the amount and for the time set forth below in order to provide for the financial.xegponsibilidesyestablished through the indemnification and hold harmless agreemeut-above: S. Covenant to Touch and Concern th¢Lan'd`; This covenant of notification and indemnification/hold harniless••fouclte ; .aqd concerns the subject tract and shall run with the land, binding, obligating'andfar hioring to the benefit of future owners, heirs, successors and 'interests 'Qr ' any bther-•.person or entity acquiring an interest in property, as their interest ma'y... 0pear...•This•provision shall not be interpreted to require a mortgagor or lender to indettwil`y the* City except to the extent of their loss nor to obligate such persons to Main 1d.theinsurance above required. ...... BAPP— ROD F R RECORMG P DATA AGE OF day of OWNER By: 5P-1" lWACAF--TT By: . ......... Bv STATE OF WASHINGTON )ss- COUNTY OF.5/ieb-tnt,,A i I certify that'l know or have sntisfieteo' evide.- nce that E4wo"rd 14A.,v chi ';-'hl- signed ..this instrument and acknowledged it to be (his/her free and vol"tau* cf for the purposes mentioned in this instrument. DO DAM�D*hi 1 03 day of J .0 '7— -.411tZTARY NOT PURLX.,... 10 1110".0 My commission eipiresi,-, WAS�� L:%TEMP\BUILDING\MEADOVACOVENANT Inc. 1890 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.d.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering March 30, 2005 Mr. & Mrs. Brian Hanchett 1103 Daley Place Edmonds, Washington 98020 RE: 1103 Daley Place, Edmonds Building Permit #2004-0275 Dear Mr. & Mrs. Hanchett: GARY HAAKENSON MAYOR The purpose of this letter is to outline your responsibilities in order to obtain final occupancy on your residence. As you are aware, temporary occupancy was granted on March 29, 2005 which expires on May 29, 2005. On the back of your temporary occupancy certificate are the five outstanding issues associated with your construction project. You will need to coordinate with your general contractor and your special inspector in order to fulfill all outstanding requirements by the deadline. Please note, no extension to the temporary occupancy can be granted so it is imperative to obtain final occupancy by the noted deadline. The Director, Duane Bowman has asked me to confirm that it is possible to utilize another special inspector for the final geotechnical report. If you choose, to use a new geotechnical engineer that person will need to review the permit file at City Hall, read all reports and conclusions by the original engineer and submit a letter of concurrence with the geotechnical findings. The engineer would then perform a final site inspection and submit a stamped and signed final geotechnical report to the City before May 18, 2005. The City requires the report in advance in order for the City to review and approve before the temporary occupancy deadline as additional information from the geotechnical engineer may be required to supplement the report. If you have any questions please feel free to contact me at 425-771-0220 extension 1226. Sincerely, e�*4y—� Jeannine L. Graf Building Official • Incorporated August 11, 1890 • CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.d.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Ih c - 1 g9p Planning • Building • Engineering October 18, 2004 Mr. Brian Hanchett 1107 Daley Place Edmonds, Washington 98020 GARY HAAKENSON MAYOR RE: 1103 Daley Place, Building Permit #2004-0276 Earth Subsidence Landslide Ordinance #2661, Rainy Season Construction Provisions Dear Mr. Hanchett: The purpose of this letter is to reiterate that the referenced residential project is subject to Edmonds Community Code Chapter 19.05 for landslide hazard development. Rainy season regulations require that excavation, drainage, grading and groundwork be completed by September 30th. If groundwork of this nature is not complete and will overlap into the month of October or beyond, the City requires a letter stamped and signed from your geotechnical engineer of record that states a site inspection has confirmed that the site is stable and work may continue past the ordinance deadline of September 30th. A schedule of work shall be submitted with the letter that establishes a final completion date of any additional work during the rainy season (September 30th to May I"). If the City does not receive such notice it is understood that groundwork, as defined by ordinance, shall be stayed until May 1st, 2005. Winterization measures are also required which includes protection of exposed slopes with visqueen or hydroseeding, installation and maintenance of temporary erosion .control measures, completion of site stabilization work (i.e., rockeries) and generally securing and safeguarding the site. Regardless of whether work commences or is stayed until May 1", 2005, the geotechnical engineer of record shall make winterization recommendations in a field report and provide a copy to the City. All report recommendations shall be immediately implemented. Installation shall be approved by the geotechnical engineer and a field report submitted to the City. Please be advised, it is possible to start groundwork prior to May 1, 2005 by providing a letter from your geotechnical engineer stating the weather and site conditions are stable and work may start. If you have any questions please feel free to contact me at 425-771-0220 during City business hours. Sincerely, 6i� Jeannine L. Graf Building Official • Incorporated August 11, 1890 • Sister City - Hekinan, Japan r;Pr c4 u-e ic: zop P. i Dennis M. Bruce, P.E. RECEIVE® M.S.C.E., M.B.A. Geotech0C"(CivYffieer BUILDING DEPT. April 24, 2004 City of Edmonds . Development Services Department 121 51h Ave N Edmonds, WA 98020 Subject: Geotechnical Review — Proposed Hanchett Residence Lot No. 10 (1103 Daley PI., Edmonds, Washington) "Start of Work" Letter This engineering letter presents a geotechnical review of Project Plans for the Hanchett residence on Lot No. 10 of Harbor Hills (1103 Daley PI., Edmonds, Washington). . REFERENCES: • Residence Project Plans by Estate Homes Design • Geotechnical Reports by. Dodds Geosciences • April 8, 2004 letter declaring new geotechnical engineer (D. Bruce, P.E.) GEOTECHNICAL REVIEW OF PLANS: This engineer has previously conducted a site geotechnical evaluation and reviewed previous geotechnical reports by Dodds Geosciences (see April 8, 2004 new geotechnical engineer letter). Project. Plans for the new residence for Brian and Chris Hanchett have been prepared by -Estate Homes Design, Inc. This engineer has reviewed Project Plans,in conjunction with geotechnical work and reports to date. The proposed residence and associated geotechnical work are geotechnically viable with the property, subject to on -site inspections by this engineer. City of Edmonds Planning Department has required special geotechnical inspections as denoted on the cover sheet of the Project Plans. This engineer understands required inspections and is prepared to perform these duties throughout the construction phase. SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE DESIGN & PERMIT • LEGAL P.Q. Box 55502 • Shoreline, Washington 98155 • (206) 546-9217 • FAX 546-8442 gior 24 04 12:56p r p.2 City of Edmonds Development Services Department Re: Hanchett April 24, 2004 Page 2. "START OF WORK": This.engineer approves of Project Plans in conjunction with the Hanchett property and authorizes "OK to start work", subject to geotechnical. inspections by this engineer. NOTE: Project Plans indicate an excavation of up to 10 feet below existing grade. The Hanchett property contains more than sufficient setback distance to allow for temporary excavation at a 1 H:1 V cut. Alternately,_ project owners and excavator may choose to cut a steeper declination and use temporary shoring consisting of Eco-Blocks. This engineer will perform on -site inspections to verify proper soil cuts and/or use temporary shoring. If there are any questions, do not hesitate to call. l Dcpws 2?Jt;l o n DMB:abj b Dennis M. Bruce, P.E. Geotechnical / Civil Engineer f l a Dennis ' M. Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/Civil Engineer RECEIVED APR 13 2004 April 8, 2004 PERMIT COUNTER City of Edmonds Development Services Department 121 51h Ave. N Edmonds, WA 98020 Subject: New Geotechnical Engineer.— Hanchett Residence Lot 10 of Harbor Hills (1103 Daley PI., Edmonds, Washington) This engineering letter clarifies the new geotechnical engineer for the Brian and Christine Hanchett new single-family residence project on Lot 10 of Harbor Hills (1103 Daley PI., Edmonds, Washington). REFERENCES: • March 18, 2003 Geotechnical Engineering Report by Dodds Geosciences • June 24, 2003 Plan Review letter and "Minimum Risk Statement" by Dodds Geosciences • August 6, 2003 Geogroup Northwest, Inc. review letter to City of Edmonds • December 9, 2003 geotechnical comments and addendum letter by Dodds Geosciences • Site, photographs by D. Bruce, P.E. dated April 6, 2004 GEOTECHNICAL ISSUES: This engineer has read, reviewed, and understands the findings and recommendations in the above, geotechnical references. , Brian and Christine Hanchett. have chosen to continue project work with this geotechnical engineer (Dennis M. Bruce, P.E.). Based on my review of the above geotechnical references, initial site visit dated April 6, 2004, and extensive engineering experience in the area, I am in agreement with the findings and recommendations of the previous geotechnical. work. It is my understanding that I am to implement the. findings and recommendations during the actual construction phase (forthcoming). Thus, it is appropriate for the City of Edmonds to issue a building permit to Mr. and Mrs. Hanchett with this engineer providing geotechnical inspections. SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 • Shoreline, Washington 98155 • ' (206) 546-9217 FAX 546-8442 City of Edmonds • Development Services Department Re: Hanchett April 8, '2004 Page 2 SUMMARY: • Dennis M.. Bruce; P.E. is the new geotechnical engineer for the Hanchett project. • Previous geotechnical reports are understood and will be applied to the actual construction phase of the project. If there are. any questions, do not hesitate to call. .c M_ s '0 174ti5 TONAL Dennis M. Bruce, P.E. EXPiREB 12/Z3 100 Geotechnical / Civil Engineer DMB:abj cc: Brian and Christine Hanchett 0 `DODDS GeoSciences Inc. Post Office Box 2385 Kirkland, WA 98083 Tel: . 425.827.1084 Fax: 425.828.9443 Mr. & Mrs. Hanchett 1103 Daley Place Edmonds, WA 98020. Subject: Geotechnical Comments and Addendum Proposed New Residence Lot 10 of Harbor Hills Edmonds, Washington Job Number 23005 December 9, 2003 Reference: 1) City of Edmonds Structural Comment #1, 7/15/03 2) Geotechnical Review Letter by.GeoGroup Northwest By William Chang,. P.E. dated 8/6/03 Dear,Mr. & Mrs. Hanchett: We have reviewed the geotechnical aspects of .the above two references. The following are our comments: 1) Reference 1, Comment 1 - Regarding recommendations to prevent soil strength loss due to liquefaction during an earthquake. We do not consider the underlying subsurface to be liquefiable during a credible earthquake as the structure will bear on spalls placed atop medium -dense to dense competent native ground. 2) Reference 2, Item 1 - We are uncertain if the peat on this lot is due to. native deposition or if it was dumped onto the lot sometime in the past. The entire plat, including this lot, has significant groundwater seepage. All .peat -will be removed from under building areas. Groundwater capture, control and drainage is of paramount importance on this project and has been taken into account during design. 3) Reference 2, Items 3 & 4 - See Section Below. RECEIVED JAN - 8 2004 PERMIT COUNTER C' HANCHETT ADDENDUM # 1 Job Number 23005 December.9, 2003 Page 2 Basement and Retaining Walls: Basement and retaining walls must be designed to support the lateral earth pressures which abutting soils will impose. The following recommendations are for walls which are. less than twelve feet high that support relatively -level backfill: Active Earth Pressure, ............................... 35 pcf Passive Earth Pressure;,,,,,;,,,,,,,,,, .... 275pcf Unit Weight of Soil .......................... „.,,, 115 pcf Coefficient of Friction 0.35 The Active Earth Pressure recommended .above assumes the wall can deflect at least 0.002 times . the wall height. If this assumption is incorrect, a uniform lateral pressure of one hundred psf'should be added to the wall pressure given above. The values recommended above are ultimate values and should be reduced.by an appropriate safety factor (F.S.). In general we recommend a minimum F.S. of 1.5 for overturning and sliding. The resultant force from the ,soil (neglecting the passive pressure force) can be calculated by ,taking moments about the toe. of the wall and should pass through the middle third of the, footing. The above design values do not include hydrostatic pressures behind the walls and assume that no surcharge slopes or loads (such as construction traffic) are placed above or near the walls. Design values can also be exceeded if heavy construction equipment operates above the walls closer than twelve feet. If any of these conditions exist then the above design values should be augmented by appropriate additional pressures. If walls higher than twelve feet are required for this project, please contact our office for additional recommendations. Basement walls should be appropriately waterproofed and all walls should be backfilled with a clean compacted free -draining granular soil. If on -site soil is used as wall backfill, then an approved drainage composite will need to be used. Either the granular backfill or the approved drainage composite will prevent the- buildup of hydrostatic pressures. Granular wall backfill should contain no more than five percent silt or 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 wall backfill care must be taken not to damage, the wall. The top* .one to two feet of wall backfill should consist of relatively -impermeable soil or topsoil. HANCHETT ADDENDUM # 1 December 9, 2003 Please contact us if there are any questions. Thank you, DODDS Geosciences Inc. �Ov �vw- 4-?:, scs Mark K. Dodds. P.E. Job Number 23005 Page 3 �r 0 Geotechnical Engineers, Geologists Group Northwest, Inc..' 8 Environmental Scientists RECEIVED August 6, 2003 AUG — 8 2 C BUILDING DEPT. Ms. Ann Bullis Development Services Department City of Edmonds 121 - 5 h Avenue North Edmonds, Washington 98020 Subject: Hanchett.Residence ECDC 19.05 Geotechnical Review 1103 Daly Place Edmonds, WA Dear Ms. Bullis: G-1673 Per your request, Geo Group Northwest, Inc. is pleased to provide geotechnical review comments for the proposed Hanchett residence.in accordance with Meadowdale ECDC (Edmond Community Development Code) 19.05 Provisions for "Earth Subsidence and Landslide Hazard Areas." REVIEWED SUBMITTALS Geo Group Northwest reviewed the following submittals: • "Geotechnical Engineering Report," by Dodds GeoSciences, Inc.(Dodds), dated March 18, 2003 • "Plan Review Letter and Minimum Risk Statement," by Dodds, dated June 24, 2003 • Drawings C 1 and C2 by Erich O. Tietze and Associates, Inc., dated July 2, 2003 • Drawings "Hanchett Residence" by -Estate Homes Design; Inc., dated June 16, 2003 • "Meadowdale Earth Subsidence Packet" by City of Edmonds PROJECT DESCRIPTION' The project site is located at 1103 Daly Place in Edmonds, Washington. Based on our review of the submittals, we understand the project site is located about 2 miles south of mapped Medowdale Landslide Hazard Area. However, Plat Requirements mandate that the project be reviewed in accordance with Meadowdale ECDC 19.05 Provisions. 13240 NE 20th Street, Suite 12 • •Belleuve, Washington 98005 Phone 425/649-8757 • FAX 425/649-8758 August 6, 2003 G-1673 City of Edmonds/Hanchett Page 2 Per the referenced Estate Homes Design.drawings, the proposed development appears to consist of a two-story wood -frame single family house with a daylight basement: The ground surface of the project site slopes east to west at grades from 10 to 20 percent. Based on the referenced Dodds' geotechnical report, we understand that the project site is in general underlain by 6 to 8 feet of loose or soft fill and peat, which is underlain by medium dense to dense "gravelly silty sand" to the bottom of the test pits 'at 8 to 9 feet. Groundwater seepages were encountered at 3.5 feet below grade. CONCLUSIONS AND COMMENTS Based on our review of the submittals, it is our professional opinion that the geotechnical report was prepared in general accordance with the standard of practice in the profession. The risk of ground movement caused by the proposed development appears to be minimal as long as the geotechnical recommendations are followed.. In addition, our review comments are as follows: l . The formation of the peat and the ground water seepage need to be discussed in the geotechnical report. 2. The Quarry spall mat needs to be filter fabric protected and some provisions or arrangements to drain the water should be on the plans. 3. The geotechnical report should provide specifications for the "Granular Free Draining Backfill" shown in Detail .1 on Sheet S 1.1. of Estate Home Design Drawings. 4. The geotechnical report should provide recommendations for the lateral earth pressures (i.e. active and at -rest) on basement. walls, which should be considered in structural designs. 5. Comments No. 1 and No. 2 from Dodd's June 24, 2003 letter should be implemented in Estate Home Design Drawings A4.1. Geo Group Northwest, Inc. August 6,. 2003 G 1673 City of Edmonds/Hanchett Page 3 LIMITATIONS Our geotechnical review was conducted based solely on the information included in the reviewed submittals, and was in accordance with "general accepted engineering 'practice" under similar conditions in this, area.. Our geotechnical review does not relieve the responsibility and the liability of the "geotechnical engineer of record" for this project. Sincerely, Geo Group Northwest, Inc. Lee Lu, P.E. AM C 1 Senior Engineer 1' w tiv of William Chang, P.E. Ol'PA4. Principal EXPIRES:. 2/19/ geotech review eomments.wpd Geo Group Northwest, Inc. June 23, 2003 RECEIVED JUN 2 6 233a PERMIT COUNTER City of Edmonds Planning Department 121 5m Avenue North Edmonds, WA 98020 To Whom It Most Concerns: This letter.is written to confirm that the accuracy of all permit submittal information is warranted by us (the property owners). This letter relieves the City and its staff from any liability associated with reliance on the permit application submittals. While our application may reference the reports of prior public consultants to the City, all. conclusions shall be'ours, or our design professionals. In addition, we understand and accept the risk of developing in an area with potential unstable soils and we will advise, in writing, any prospective purchasers of the site, or any prospective lessees of the structures in the site, of the slide potential of the area . Regards, Brian and Chris Hanchett 1103 Daley Place Edmonds, WA 98020 (425) 775-1550 CITY COPY' a • June 27, 2003 RECEIVE® JUN 2 7 2003 Duane Bowman Director PERMIT COUNTER City of Edmonds Development Services Dept. 121 Fifth Avenue North Edmonds, Washington 98020 Re: Meadowdale Earth Subsidence Landslide Hazard Area Checklist for Permits/Professional Consultant Waiver Dear Mr. Bowman: My wife and I recently applied for a building permit for a single-family residence to be located at 1103 Daley Place. Our lot is part of the Harbor Hills development which was included in the Meadowdale Earth Subsidence Landslide Hazard Area. Pursuant to the Meadowdale Earth Subsidence Landslide Hazard Area Checklist, City Ordinance No. 2661 ECDC Chapter 19.05, Chapter 3, the City shall require review of the permit application by a city retained engineer, a geotechnical engineer, geologist, architect, or structural engineer, in order to determine whether the submittals were prepared in accordance with generally accepted engineering practices. Paragraph 3 provides that this requirement may be waived at the discretion of the Director. Please consider this letter a request for a waiver of this requirement. The home that my wife and I wish to build is the ninth home in the 10-lot subdivision. The homes in the subdivision have been constructed over a period from 1989 through 2002. Mark Dodds of Dodds GeoSciences, Inc. has performed the geotechnical review for at least half of the homes that have been built in the subdivision. Mr. Dodds' reports and recommendations have been reviewed and approved in every instance. We are operating under a limited budget and would like to avoid any unnecessary expense, particularly in light of the acceptance of all of Mr. Dodds' prior submittals related to construction in this subdivision. This is particularly true in our case because the lot that we are building on is one of the less difficult lots to develop given its relatively flat topography. Based on the foregoing and upon the City's experience with Dodd's GeoSciences, Inc., We respectfully request that the requirement of independent professional consultant be waived. Thank you for your consideration of this request. Sincerely, Brian and Chris /ancSX4' 1103 Daley Place Edmonds, WA 98020 C7 DODDS GeoSciences Inc. Post Office Box 2385 Kirkland, WA 98083 Tel: 425.827.1084 Fax: 425.828.9443 Mr. & Mrs. Hanchett: 1103 Daley Place Edmonds, WA 98020 Subject: Geotechnical Engineering Report Proposed New Residence Lot 10 of Harbor Hills Edmonds, WA 98020 Dear Mr. , and Mrs. Hanchett: RECEIVED.. •JUN 2 U L:;v.1 . PERMIT C®UNTE Job Number 23005 March 18, 2003 This report is the result of our work on Lot 10 of the Harbor Hills Short Plat in Edmonds, Washington. The purposes of our work were to evaluate the characteristics of the subsurface soil and groundwater on the site, provide geotechnical engineering design guidelines for shallow structure footings, and provide geotechnical engineering guidelines for earthwork and grading. The scope of our work consisted of logging and sampling three test pits excavated on the property with a backhoe, conducting laboratory testing consisting of sieve gradation and moisture content tests, engineering analysis, and creation of this report summarizing our findings ,and conclusions. No warranty is expressed or. implied. Please see Plate 1 for guidelines in the use and application of this report to your project. Surface Conditions: The ' property is Lot 10 of the Harbor . Hills Short Plat . in Edmonds, Washington. The general location of the property is , shown ' on the Vicinity Map, Plate 2. At the time of our fieldwork, the site was generally covered with grass. There was a slight to moderate slope down tothe west and north. There is a drainage swale running along the north side of the property. Subsurface Investigation and Summary_ Three test pits were excavated on the property at the .locations shown on the Site Plan, Plate 3. The test pits were excavated to a maximum depth of nine feet below existing grades with a backhoe. LOT 10 - HARBOR HILLS March 18,2003. Job Number 23005 Page 2 The test pits were observed; logged and sampled by the 'undersigned engineer during excavation. Recovered soil samples were subjected to selected laboratory testing consisting moisture content and sieve gradation tests. At the conclusion of the testing all collected results were collated, organized and analyzed. Although there may very well be variations from the following, we 'expect the subsurface description below to apply to much of the site: Much of the site is overlain with around four feet of variable gravelly silty sandy fill, much of which has abundant wood and, logs in it. Underlying the fill at Test Pits 1 and 3 was around 2.5 feet of soft, wet Peat. A brown to gray, medium - dense to dense, gravelly silty sand .underlies the entire site starting at -a depth of six to eight feet below existing grades. Seeping groundwater was noted in our , test pits during excavation at 3.5'to 5.0 feet below grades. The final test pit logs . attached to this report are our interpretations of the field data and the laboratory tests. . The stratification lines on the logs represent approximate boundaries between soil types at the exploration location. In actuality the transition may be gradual. The relative densities and moisture descriptions on the logs are interpretive. descriptions. based on observed conditions during drilling. The logs .should be reviewed for specific subsurface information at each of the locations tested. General Conclusion Summary: 1) The site appears feasible to develop provided the recommendations contained in this. report are incorporated into the plans. 2) It appears the biggest potential problem on this site will be the capture, control and drainage of groundwater around and under the residence and the driveway, both during and after construction. . 3) To facilitate drainage and bearing, we recommend the entire building pad be underlain with a minimum of 1.5 feet of 2" to. 4" compacted quarry spall rock which 'is. placed atop competent native soil. Slabs on grade and driveways should be over -excavated to competent native ' ground and backfilled with clean crushed rock. The ground'.under the .spall rock should be sloped to ..drain to the .northwest: corner of the excavation, where all the drainage will be collected into a pipe and discharged to an approved discharge facility. 4) It appears that most to all of the excavated soils for this project will be unusable as structural fill. Foundations: The' proposed new structure may be supported on conventional continuous and :spread footings 'bearing. on a minimum of 1.5 feet of compacted 2-inch 'to 4-inch. +quarry spall rock .placed atop competent ,undisturbed gravelly silty sand. A maximum bearing pressure of two thousand five hundred (2,500) pounds per square foot (pso may be used in structural design. The design "bearing pressure may be increased by one-third to accommodate short term wind and seismic loads. All footings should bear at least eighteen (18) inches below the outside finish grade., Over -excavation 'to place the spalls "should be anticipated. To preclude shear failure of the ground, we recommend continuous and spread footings have minimum widths of sixteen (16) inches and two (2) feet, respectively. Quarry spalls placed under footings should extend out beyond the edges of the footings a' minimum: distance equal to one-half the fill depth. For example, if two foot of compacted quarry spalls was -placed under an sixteen -inch -wide footing, the minimum width of the spalls (and.therefore the footing excavation) "would be forty. inches. LOT 10 - HARBOR HILLS Job Number 23005 Marsh 18,2003 Page 4 Our calculations indicate that footings bearing as specified above will settle approximately one -half -inch between building corners, between isolated spread footings, and for ' every forty feet of continuous footing distance. Lateral loads such as. wind and seismic forces are accommodated by friction between the foundation elements and the bearing soils, and by passive earth pres"sure against the foundations. However, passive earth pressure is only available if compacted structural fill is used to backfill against the foundations. .The passive resistance 'in these cases can be assumed to be an equivalent fluid pressure of three hundred (300) pounds per cubic foot (pco. Seismic Design: The site is classified as Seismic Zone 3 by the Uniform Building Code. We recommend the designer utilize a site soil, coefficient of SD in their analysis. Site Drainage: The site should be graded during construction so that surface water and all seeping groundwater be directed away from the excavation. Water should not be allowed to pond where foundations, pavements, or slabs are to be constructed. Final site grades adjacent to all buildings should be sloped away from the structures for a minimum distance of five feet. Footing drains are required for this .project as a redundant safety factor, and should consist of a slotted four -inch -diameter PVC pipe bedded in, and covered with a minimum of six inches of drain rock. The center of the pipe should be placed at the elevation of the bearing surface. A non- woven geotextile fabric (Mirafi 140N, Supac 4NP, or other 'equivalent) should be wrapped around the outside of the -drain rock. The PVC pipe should be sloped to drain, and may be connected the roof and surface water discharge pipes down -gradient and away from the structures. 11041 • • LOT 10 - HARBOR HILLS March 18, 2003 Job Number 23005 Page 5 All drains (roof, surface water, and footing drains) should discharge to an appropriate discharge facility. If at .. all practical; gravity drainage is preferred over utilization of a pump to achieve drainage. Excavation Slopes: Temporary _and permanent excavations and slopes for this project must meet all applicable. government safety' regulations. Temporay cuts to depth of four feet may be attempted .vertical, although. they will most probably not hold. Excavation slopes greater than four feet in , depth should be cut no steeper than 1:1 (Horizontal:Vertical). Flatter slopes may be required depending upon local variations in soil conditions and whether there is abundant seeping groundwater. Contractors working in excavations, or adjacent to slopes. should use caution at all times. `Sudden caving of,the side slopes is possible. Permanent cut and fill slopes which are not otherwise reinforced should, not exceed 2:1 (H:V). General Earthwork and Structural Fill: Site construction should begin by stripping and' "clearing the building area of existing fills, peaty soils, vegetation, and any other, deleterious material. Stripped materials may have: to be removed from the site. Groundwater seepage was noted during our fieldwork. The contractor should anticipate and be prepared to accommodate moderate to heavy seepage into even shallow excavations. Structural fill is defined as any fill placed below .structures, including slabs, where : the fill soils need to .support loads .without unacceptable deflections or shearing. Structural fill should be clean and free -draining, and should be placed. above unyielding native site soils in ' maximum eight -inch -thick loose lifts and compacted to a minimum of, 95% of Modified Proctor (ASTIVI D 1557). Soil is .typically difficult to place and compact as structural fill 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 • • LOT 10 - HARBOR HILLS March 18, 2003 Job Number 23005 Page 6 (measured on. that portion which passes the 3/4-inch sieve). During dry weather, water may have to be added to the soil to achieve the required soil density. Wet Weather Construction: If the site is developed during extended periods of wet weather or in the winter, the following are anticipated additional costs and changes which should be anticipated: 1) Excavated slopes will have to be protected with plastic. 2) All of the excavated soils will be unusable as structural fill. 3) Foundation excavations will require an additional over - excavation on the order of at least six inches and replacement with compacted quarry spalls. 4) Numerous site visits will be required by this office to evaluate conditions, confer with the contractor, and make remedial recommendations. 5) Costs of maintaining the site and adjacent streets/properties will increase. 6) A reinforced construction access road consisting of geotextile fabric, quarry spalls or cement stabilization may be required. Closure: This office should be retained_ to review the final development plans to verify site specific subsurface requirements have been met and our recommendations have been accurately interpreted in the plans. This office should also be retained to provide geotechnical engineering consultation and observation services during design and construction. This will allow us to: 1) Confirm that design conforms to. expected and encountered subsurface conditions; 2) Confirm that subsurface soils exposed during excavation are consistent with those anticipated; 3) Evaluate whether earthwork, subgrade preparation and subsurface drainage activities conform to the intent. of the contract specifications and plans: and, 4) Provide recommendations for design changes in the event of changed conditions. • LOT 10 - HARBOR HILLS March 18, 2003 • Job Number 23005 Page 7 While on the site.during construction, we will not direct or supervise the contractor or work, nor, will we be responsible for providing on -site safety or dimensional measurements. It has been a pleasure providing you with our professional services. If there are any questions concerning this report, please contact us. Thank you, DODDS Geosciences Inc. ont. tL EXPIRES Lj Mark K. Dodds, P.E. 1 PLATE 1 GUIDELINES IN THE USE AND APPLICATION OF THIS REPORT Lot 10 of Harbor Hills, Edmonds, Washington The report for Job Number 23005 was prepared in accordance' with local generally accepted engineering principles, practices and standards. No warranty is expressed or implied.. The findings and recommendations contained in this report are based upon the limited services you requested. Geotechnical engineering requires ,the application of professional judgment, as no study can completely quantify subsurface conditions. It is our opinion the owner should, without hesitation, undertake any additional work specified in the report as it is our opinion this work is necessary -to augment and/or fulfill site specific requirements. This report is an informational document, and is not` to be used for contractual purposes. Any interpretations of subsurface conditions in this report, including the test pit logs and/or text discussions are based on our testing, analysis, experience, and judgment. There. is no warranty that these subsurface conditions occur anywhere on the site except at the exact location and exact time when and where the field tests were conducted. Groundwater levels can be especially sensitive to seasonal and other changes. This report may not be applied to other sites or another project on this site without our written permission. We are not responsible for interpretations others may make using this report. The conclusions and recommendations in this report assume that the field tests which we conducted and our interpretations accurately portray and represent subsurface conditions at the site. If, during excavation and/or construction significantly different subsurface conditions are encountered from that described in this report, our firm should be notified at once to review these conditions and, if necessary, revise our recommendations. If there is a significant lapse of time between our report submittal and the start of construction, we should be retained to' review and verify site conditions. Unanticipated soil conditions are commonly encountered during excavation and construction, and this simply cannot be fully anticipated by periodic soil and/or rock sampling at widely -spaced testing locations. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. This firm cannot be responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable, and any construction methods discussed in this report. The recommendations contained in this report are not intended to direct the contractor's methods, techniques, sequences or procedures, except as may be specifically described in the report. This firm will not be responsible or liable for any. construction, scheduling, or safety activity on this site. During construction we reserve the right to stop our inspections and other activities if there are unpaid bills which are more than 30 days overdue. PLATE 2 Vicinity Map Lot 10 of Harbor Hills, Edmonds, Washington �r1 >1� �1 � ; i - • g YN. ism IR%IT K fries � ♦ R 18Y1N K SY SI SSI a• !� � P a • : � ^ n yl. 1B6TN egm sr ' � 7 w r P= 9 f PI ina IN kKER S< asa i 1s0> S' M �T 111if - 13 'n s 1 ' 192M ST 4 b� a 9sv ws E > a n r a a. �J � 19 ST SW r � . DR mum Ul PLUG arw 8 •MEPE NI 11 a' EIRAID If r ST ° f0�` _ � pa ST n --- :i "tit s m SCACH , rsE, �tl 1 1 2oaIN ' ml S7 srp w (J !; MODS ' = L"a" TERe i < SlEaitA � i I p 1"�R Om 119 Z ST SW I PARX > < 61E11 .. 24§ s+nu a t ° s n s u ST 1� IN : B Si 20 • ,,w • ♦a ' ST`SY..` ..�C '^ OAYTm 1 ST FL-..•:j... '. . NA u '-I, I- N 1 ST IIDIIFE cnARY 1 NONELL tlWY i. dbJp , 2i2M •k R:- ry. !ST: CFDAa ST,^ K. E YMQIf: INr[l w IIfiM 'IsT. w 2171N ST 9j :.no em Q aq, • §' 218TN - 26 1 a 1 Is 5 _ EL" -Sr �t E ST c ". $ EUI a >Ji I Q� slce n .. _ Lf 220TN roo 1 '30� '< nm 1 6 55w 0 FL ,In PLATE 3 Site Plan Lot 10 of Harbor Hills, Edmonds, Washington 3,;ace Drainage Swale OE TA SOIL AND NG COMPLETION LOG . PROJECT NUMBER: JN23005 TEST PIT NUMBER: TP-1 PROJECT: Hanchett Residence LOCATION: See Plate 3 EXCAVATION METHOD: Backhoe GROUND SURFACE ELEVATION (ft msl) :.194 LOGGER: Mark K. Dodds, P.E. WATER LEVEL AND DATE (ft bgs) :.3.5 ATE SAMPLE SAMPLE DESCRIPTION OLL W' > wW Co 0 W J W 0 0 013 z <n Dv) Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood. 2- 3— Brown Peat, wet, soft. 4- 5- 6— ........ Gray Gravelly silty Sand, wet to saturated, medium dense to dense. Moisture Content = 10.9% 8 Stopped at 8.0 feet. GWT near 3.5 feet ATE. s 10 SOIL AND *NG.COM.PLE-TION LOG PROJECT NUMBER: JN23005 TEST PIT NUMBER: TP-2 PROJECT: Hanchett Residence LOCATION: See Plate 3- EXCAVATION METHOD: Backhoe= GROUND SURFACE ELEVATION (ft msl) : 195 LOGGER: Mark K. Dodds, P.E. WATER LEVEL AND DATE (ft bgs) : 3.5 ATE SAMPLE SAMPLE DESCRIPTION 0LL W Ov > ww cox U w J W JO JO W :) 0 N Z U) to Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood and logs. 3 4 5 6 7 Gray to brown Gravelly Silty Sand, wet to 2 saturated, medium dense to dense. ' Moisture 6 Content = 22.5% at 7.75 feet and 13.8% at 8.5 feet. 3 9 Stopped at 9.0.feet. GWT near 3.5 feet ATE. 10 SOIL AN RING COMPLETION LOG PROJECT NUMBER: JN23005 TEST PIT NUMBER TP-3 PROJECT Hanchett Residence LOCATION: See Plate 3 EXCAVATION METHOD: Backhoe GROUND SURFACE ELEVATION (ft msl) : 190 LOGGER: Mark K. Dodds, P.E. WATER LEVEL AND DATE.(ft.bgs) : 5.0 ATE SAMPLE SAMPLE DESCRIPTION 0LL w j- > ww [D V w JW W JO W O co ax Q v2 o v=i z ai D ai Brown Gravelly Silty Sandy Fill, wet, soft, with abundant big pieces of wood and logs. 2 3- 4- Brown Peat, wet, soft. 5 = 6 Gray to brown Gravelly Silty: Sand to Gravelly Sand, wet to saturated, medium dense. 8 9 Stopped at 9.0 feet. GWT near 3.5 feet ATE. 10 PLATE 6 Sieve Gradation Analyses Lot 10 of Harbor Hills, Edmonds, Washington Test Pit #2; 7.5' - 8.0' Sieve % Pass 2" 100 3 )) 100 3 8" 100 #4 100 # 10 99.3 #40 91.9 # 100 27.4 #200 13.4 June 23, 2003 nr,^1 JI 2 6 LuJJ pERMIT COIJKTE City of Edmonds Planning Department 121 5h Avenue North Edmonds, WA 98020 To Whom It Most Concerns: Regarding the land clearing and tree cutting plan: There are no trees of�any size to be removed during this project (lot 10, Harbor Hills subdivision). Brian and Chris Hanchett 1103 Daley Place Edmonds, WA 98020 (425) 775-1550 Creations for Gracious Living 06/ 18/2003 ESTATE HOMES DESIGN City of Edmonds Planning Department 121 5th Avenue North Edmonds, WA 98020 To Whom It Most Concerns: This letter is written to confirm that I (Craig R. Carney) will act as the "lead design professional" for Brian and Chris Hanchett during the permit process as they submit for permits to construct a single-family home on lot 10 in the Harbor Hills subdivision. I understand that I am responsible for coordinating and incorporating recommendations of other lead design professionals onto the plans or into the submittal packet. f have reviewed the geotechnical report, understand its' recommendations and have incorporated into the design the established measures to reduce the potential risk of injury or damage from any earth movement predicted in the report. In addition, I have explained to the owner the risk of loss due to slides on the site, and have incorporated into the design the recommendations of the geotechnical report and established measures to reduce the potential risk of injury or damage that might be caused by any earth movement predicted in the report. Regards, Craig R. Carney, Assoc. AIA PERMIT COUNTEP Estate Homes Design, Inc. 16300 Mill Creek Blvd, Suite 121, Mill Creek, WA 98012 O(425) 743-3373 office (425) 741-2508 craigc@estatehomesinc.net a -mail RETURN ADDRESS: City of Edmonds, City Clerk 121 5th Avenue North Edmonds, WA-98020 COVENANT OF NOTIFICATION AND INDEMNIFICATION/HOLD,HARMLESS Reference #:GA4/ �� i�'" do�ad•� Grantor(s)•.(1) ?A1414 RAKc C--rr (2) C.vva+s Wxw-t+E-rr Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): Sec Twn Rng Qtr OR Lot Block ooy D - Plat KAA.SdF- µ%uS Assessor's Tag Parcel ID#(s): (1)_1Jo'7?,V J?XA9)A9e) (2) Assessor's Tax Parcel ID# not yet assigned CITY OF EDMONDS APPROVED FOR RECORDING BY: DATE: */Y- PAGE OF5- Under the review procedures established pursuant to the State Building Code, incorporating amendments promulgated by the City of Edmonds, and as a prerequisite to the issuance of a building permit -for the construction of a residential structure and attendant facilities, the undersigned OWNERS of property do hereby covenant, stipulate and promise as follows. APPROVED FOR RECO G: " BY: �/ DATE:1//yO PAGI� -� OF 1. Description of Subiect Property. This covenant of notification and indemnification/hold harmless relates to a tract of land at the street address of 11� 3 b pl-�y P U (insert street address), Edmonds Snohomish County, Washington and legally described as: E1�A%09_ wu_s: 6L-K eO® D-oo LO-T 0 TCcw A44 Um eo /ro lwr iN TR- too 2. Notification and Covenant of Notification. The above referenced site (hereinafter "subject site") lies within an area which has been identified by the City. . . of Edmonds. as having a potential for earth subsidence or landslide hazard. The risks associated with development of the site have been evaluated by technical consultants and engineers engaged by the applicant as a part of the process to obtain a building permit for the subject site. The results of the consultant's reports and evaluations of the risks associated with development are contained -in building permit file number 9_pa_71,,(insert number) on file with the City of Edmonds Building Department. Conditions, limitations, or prohibitions on development may have been imposed in accordance with the recommendations of. APPRO D R RECORDING: BY: DATE: PAGE OF the consultants in the course of permit issuance. The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions. The. statements and conditions proposed by the OWNERS'. : geotechnical engineer, geologist, architect and/or structural engineer are hereby incorporated by reference from the contents of the file as fully as if herein . set forth. Any future purchaser, lessee, lender or any other person acquiring or seeking to acquire an interest in the. property is put on notice of the existence of the content of the file and the City urges ,review of its contents. The file, may be reviewed during normal business hours or copies obtained at the Building Department, City of Edmonds, 121 5th Avenue North, Edmonds; Washington 98020. 3. Indemnification and Bold harmless. The . undersigned OWNERS hereby waive any and all liability associated with . development, stating that they have .fully informed themselves of all risks associated with' development of the property and do therefore waive and relinquish any and all causes of action against the City of Edmonds, its officers, agents and employees arising from and out of such development. In addition, the OWNERS on behalf of themselves, their successors in interest, heirs and assignees, do hereby promise to indemnify and hold harmless the City of Edmonds, its officers, agents and employees from any loss, claim, liability or damage of any kind or nature to persons or property either on or off the site resulting from or out of earth subsidence or landslide hazard, arising from or out of the issuance of any. permit(s) authorizing development of the site, or occurring or APPROR RECORDING: BY: DATE: PAGEi OF arising out of any false, misleading, or inaccurate information provided by the OWNERS, their employees, or professional consultants in the course of issuance of the building permit. 4. Insurance Requirement. In addition to any bonding which may be required. during the course. of development, the Community Services Director has/his.not (strike one) specifically required the maintenance of an insurance policy for public liability coverage in the amount and for the time set forth below in order to provide for the financial responsibilities established through the indemnification and hold harmless agreement above: 5. Covenant to Touch and Concern the band. This covenant of. notification and. indemnification/hold harmless touches and concerns the subject tract and shall run with the land, binding, obligating and/or inuring to the benefit of future owners,. heirs, successors and interests or any other person or entity, acquiring an interest in property, as their interest may appear. This provision shall not be interpreted to require a mortgagor or lender to indemnify the City except to the extent of their loss nor to obligate such persons to maintain the insurance above required. APPROV iDF R RECO ING: BY: PAGE OF -���j c -3 DONE this s� day of OWNER(q: j% --�, By; p,Rlp.N�cN€'r�r By. - By �--- STATE OF WASHINGTON ) ss: COUNTY OF 5A0h b m f 56 I certify that I know or have satisfactory evidence that &C/� e- ,CVL�hlG c/re?t /2 /)n/ 6r/ar? rid w _ r d 14,q k Gh e..zV- signed this instrument and acknowledged it to be (his/her free and voluntary act for the purposes mentioned in this instrument. DAT��i 5�� day of A J• \SglO%yF4 `rcP o� NOTARr!� • " sn NOTARY PUBLI 9PUBLIC My commission expires: L:\TEMP\BUILDING\MEADOW\COVENANT C M CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmonds.wa.us w' DEVELOPMENT SERVICES DEPARTMENT 1h e 1890 Planning • Building • Engineering March 30, 2005 ,Brian and Chris Hanchett 1103 Daley Place Edmonds, WA 98020. GARY HAAKENSON MAYOR RE: 1103.Daley Place — Permit #2004-0276, Driveway Slope Exceeding 14% Dear Brian and Chris, This letter is being sent in response to your letter dated March 25, 2005 requesting approval to exceed the maximum allowed driveway slope of 14%. The driveway slope was checked in several areas during a field inspection on March 24, 2005 and found to be between 14% and 20%. It is understood that the detached garage was constructed at appropriate levels so as not to . exceed the height restriction and the grade of the road was previously established. Your request to exceed the allowed driveway slope of 14%, up to a maximum of 20% is approved. Sincerely, AAVID. GEBERT, P.E. CITY ENGINEER jm Street file Permit #2004-0276 • Incorporated August 11, 1890 • Sictpr City- Hp.kinan. Janan • • March 25, 2005 Dave Gebert City Engineer Development Services Department Engineering Division 121 5t' Avenue North Edmonds, WA 98020 Dear Mr. Gebert: RECEIVED MAR 2 8 2005 ENGINEEf4WG p(VISION My wife and I are in the final stages of building a home with a detached garage (1103 Daley Place permit numbers 2004-0275, 2004-0276). Our site is'on a slope and the driveway connects to a private road, which is also on an incline. We constructed our garage to meet the height restriction but our driveway (which was approved at a 13.95% slope) upon final inspection came in over 14% but less than 20%. Due to the difficult nature of this project and our sincere effort to follow our approved plans, we request that the city requirement for a slope less than 14% be waived for our driveway. I can assure you that every effort has been made to follow our engineered plans, but in this one instance, the as -built did not end up exactly as we had anticipated. Thank you for considering our request. Sincerely, Brian and Chris Hanchett 1103 Daley Place ";.Edmonds, WA 908020 (425) 775-1550 b.hanchett@verizon.net Creations for Gracious Living 06/18/2003 ESTATE HOMES DESIGN City of Edmonds Planning Department 121 5`h Avenue North Edmonds, WA 98020 To Whom It Most Concerns: This letter is written to confirm that I (Craig R. Carney) will act as the "lead design professional' for Brian and Chris Hanchett during the permit process as they submit for permits to construct a single-family home on lot 10 in the Harbor Hills subdivision. I understand that I am responsible for coordinating and incorporating recommendations of other lead design professionals onto the plans or into the submittal packet. I have reviewed the geotechnical report, understand its' recommendations and have incorporated into the design the established measures to reduce the potential risk of injury or damage from any earth movement predicted in the report. In addition, I have explained to the owner the risk of loss due to slides on the site, and have incorporated into the design the recommendations of the geotechnical report and established measures to reduce the potential risk of injury or damage that might be caused by any earth movement predicted in the report. Regards, i Craig R. Carney, Assoc. AIA STREET FILE Estate Homes Design, Inc. D16300 Mill Creek Blvd, Suite 121, Mill Creek, WA 98012 rot (425) 743-3373 office (425) 741-2508 craigc@estatehomesinc.net e-mail • DODDS GeoSciences Inc: Post Office Box 2385 Kirkland, WA 98083 Tel: 425.827.1084 Fax: 425.828.9443 Mr. & Mrs. Hanchett 1103 Daley Place Edmonds, WA 98020 • RECEIVED JUN 2 6 2003 PERMIT COUNTER Job Number 23005 June 24, 2003 Subject: Plan Review Letter and Minimum Risk Statement Proposed New Residence Lot 10 of Harbor Hills Edmonds, Washington Reference: 1) Set of Plans (Sheets A2.1 - A6.1 & S 1.1 Prepared by Estate Homes Design, dated 6/ 16/03 2) Engineering Analysis and Design - Hanchett Residence By Warren R. Lance, P.E., dated 6/ 1/03 Dear Mr. & Mrs. Hanchett: We have reviewed the geotechnical aspects of the above two references. The following are our comments: 1) Reference 1, Sheet A1.1 - Site Work/General should reference our geotechnical engineering report. 2) Reference 1 and 2 - All isolated spread footings should be a minimum of two foot square, as specified in our report. 3) Reference 2 - The bearing pressure used in design is actually less than the 2,500 psf given in our report. This is acceptable. 4) Drainage behind the rockeries and the overall rockery design methodology should be specified in the plans, unless the rockeries are only going to be one rock high. 5) Footing drains (and other drains) will have to drain and discharge somewhere. This should be specified on the plans. In our professional opinion the plans and specifications prepared by the structural engineer and the designer, except as noted above, conform to the recommendations in the geotechnical engineering report. The risk of damage to the proposed development or to adjacent properties from soil instability will be minimal, subject to the conditions set forth in our report. In our opinion the proposed development will not increase the potential for soil movement. ST REET FILE' HANCHETT PLAN REVIEW LETTER June 24, 2003 Job Number 23005 Page 2 Our analysis indicates that there will be less than a 15% chance of earth movement within a twenty-five year period by the on -site improvements. Measures taken to mitigate the hazard include surface and subsurface water capture, control and drainage; removal of unengineered fill from the site; and the installation of engineered fill, structurally -reinforced walls and concrete footings to support the structure and thus the surrounding ground. Please contact us if there are any questions. Thank you, DODDS Geosciences Inc. 11 Mark K. Dodds. P.E. InC.189v CITY OF EDMONDS 121 5TH AVENUE NORTH!, EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering June 30, 2003 Brian and Chris Hanchett 1103 Daley Place Edmonds, WA 98020 RE: Meadowdale Earth Subsidence Landslide Hazard Area Checklist for Permits/Professional Consultant Waiver Dear Brian and Chris: GARY HAAKENSON MAYOR Your letter to Duane Bowman dated June 27, 2003 requested a waiver of the Edmonds Community Development Code (ECDC) Chapter 19.05 requirement for review of your permit application for 1103 Daley Place by a professional -engineering consultant. Duane is out of town until July 23, 2003, so I am responding to your letter in his absence. As stated in your letter, your development is subject to the Meadowdale Earth Subsidence Landslide Hazard Area criteria. For consistent application of ECDC requirements and due to known site conditions of concern in your development, we must require compliance with ECDC Chapter 19.05 requirements. Therefore, your request for a waiver is denied. Please contact Marie Harrison, Permit Coordinator, at 425 7710220 to select the engineering firm to perform the peer review. If you have any questions, please contact Jeannine Graf, Building Official, at 425 771 0220. Sincerely, l AVIDIKBERT, PE Acting Development Services Director Cc: ;Jeannine Graf, Building Official Marie Harrison, Permit Coordinator • Incorporated August 11, 1890 • Geotechnical Engineers, Geologists Group Northwest, Inc • & Environmental Scientists August 6, 2003 Ms. Ann Bullis Development Services Department City of Edmonds 121 - 5"' Avenue North Edmonds, Washington 98020 Subject: Hanchett Residence ECDC 19.05 Geotechnical Review 1103 Daly Place Edmonds, WA Dear Ms. Bullis: G-1673 Per your request, Geo Group Northwest, Inc. is pleased to provide geotechnical review comments for the proposed Hanchett residence in accordance with Meadowdale ECDC (Edmond Community Development Code) 19.05 Provisions for "Earth Subsidence and Landslide Hazard Areas." REVIEWED SUBMITTALS Geo Group Northwest reviewed the following submittals: • "Geotechnical Engineering Report," by Dodds GeoSciences, Inc.(Dodds), dated March 18, 2003 • "Plan Review Letter and Minimum Risk Statement," by Dodds, dated June 24, 2003 • Drawings Cl and C2 by Erich O. Tietze and. Associates, Inc., dated July 2, 2003 • Drawings "Hanchett Residence" by Estate Homes Design, Inc., dated June 16, 2003 • "Meadowdale Earth Subsidence Packet" by City of Edmonds PROJECT DESCRIPTION The project site is located at 1103 Daly Place in Edmonds, Washington. Based on our review of the submittals, we understand the project site is located about 2 miles south of mapped Medowdale Landslide Hazard Area. However, Plat Requirements mandate that the project be reviewed in accordance with Meadowdale ECDC 19.05 Provisions. 13240 NE 20th Street, Suite 12 • Belleuve, Washington 98005 Phone 425/649-8757 • FAX 425/649-8758 {so� August 6, 2003 G-1673 City of Edmonds/Hanchett Page 2 Per the referenced Estate Homes Design drawings, the proposed development appears to consist of a two-story wood -frame single family house with a daylight basement. The ground surface of the project site slopes,east to west at grades from 10 to 20 percent. Based on the referenced Dodds' geotechnical report, we understand that the project site is in general underlain by 6 to 8 feet of loose or soft fill and peat, which is underlain by medium dense to dense "gravelly silty sand" to the bottom of the test pits at 8 to 9 feet. Groundwater seepages were encountered at 3.5 feet below grade. CONCLUSIONS AND COMAMNTS Based on our review of the submittals, it is our professional opinion that the geotechnical report was prepared in general accordance with the standard of practice in the profession. The risk of ground movement caused by the proposed development appears to be minimal as long as the geotechnical recommendations are followed. In addition, our review comments are as follows: 1. The formation of the peat and the ground water seepage need to be discussed in the geotechnical report. 2. The Quarry spall mat needs to be filter fabric protected and some provisions or arrangements to drain the water should be on the plans. 3. The geotechnical report should provide specifications for the "Granular Free Draining Backfill" shown in Detail 1 on Sheet S 1.1 of Estate Home Design Drawings. 4. The geotechnical report should provide recommendations for the lateral earth pressures (i.e. active and at -rest) on basement walls, which should be considered in structural designs. 5. Comments No. 1 and No. 2 from Dodd's June 24, 2003 letter should be implemented. in Estate Home Design Drawings A4.1. Geo Group Northwest, Inc. August 6, 2003 G-1673 Citv of Edmonds/Hanchett Page 3 LBMATIONS Our geotechnical review was conducted based solely on the information included in the reviewed submittals, and was in accordance with "general accepted engineering practice" under similar conditions in this area. Our geotechnical review does not relieve the responsibility and the liability of the "geotechnical engineer of record" for this project. Sincerely, Geo Group Northwest, Inc. Lee Lu, P.E. Senior Engineer William Chang, P.E. Principal geotech review comments.wpd Geo Group Northwest, Inc. �............... 0......................... MOM E U.. (ORTACT M4% EJMM&D C$ Co am MAK 461 ............ 0................. 0.........f A coordinated utility environment which maximizes joint utility opportunities to provide quality service for the citizens of Edmonds YOU Wl UTILITY 0 SITE ADD BE GIVEN A CONFIRMATION NUMBER BY EACH E YOU HAVE INFORMED THEM OF YOUR PROJECT. tiNUF1C>Mltill C(>UN 1 V r 1 •LII:I IL: �I III IIV Ill':1 F'IL:1 VCi 1 1103 Rich Afdem — 425-670-3208 IPUGET SOUND ENERGY New Customer Construction Department-1-888-321-7779 I I Veri�%�n i Dow Brandley — 425-70-4118 / �T uiivi�iDBAnD 253-437-6906 or e-mail: wa-ope-north@broadband.att.00m Steve Dunphy - 425-774-7769 For amtomers in Olympic View Service Area 61W-2- You will need to provide PUD with a site plan and a completed New Service Questionnaire. # Xci7707316y Call to verify gas availability and to coordinate service install. You will need to provide parcel number, contact phone number and mailing address. # qP©01Q131SS You will need to provide Verizon with the location of your project, total line requirement, and the date in which service is required. A copy of your development plan may be required. tza You will need to proved AT & T Broadband with the location of your project, a copy of your development and site plan (digital copy if available.) The date in which service is required and a # /1 A >� �- ih -s�Ui ce a4ea 1 You will need to provide OV WSD with the survey map of your site and complete a development information form. THIS FORM MUST BE COMPLETED AND GIVEN TO DEVELOPMENT SERVICES STAFF -AT THE TIME OF PERMIT SUBMITTAL lnc.1SO) JTREET FILE CITY OF EDMONDS BARBARA FAHEY 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works - Planning/Building - Parks and Recreation - Engineering - Wastewater Treatment Plant December 4, 1997 Mr. Donald C. Cramer 1110 Daley Pl. Edmonds, WA 98020 Dear Mr. Cramer: This letter is in response to your letter of November 30, 1997, sent to'the Director of the Building Department, regarding potential development on the lot to the west of you on Daley Place. Our address for the lot I believe you are referring to, which is between the vacant lot on the corner where Daley Place turns and the developed lot at 1107 Daley Place, is 1105 Daley Place. The lot on the corner is 1103 Daley Place. No building permits have been applied for or issued for either of those two lots. As you mentioned in your letter, the lot at 1105 Daley Place has a number of constraints, including the small stream on its south side, the pond and stream to the west, and the slope up to Daley Place. The current prospective purchaser is in the process of having some studies and surveys done to determine the extent of the limitations those critical areas place on the property. I suspect that anyone who decides to build on the lot will probably have to request a variance or reasonable use exception to our critical areas ordinance, in which case a hearing would be held and all property owners within 300 feet of 1105 Daley Place would be mailed a notice of the hearing two weeks prior to the date and would be given an opportunity to comment. If the owner requested a variance to the height or setback requirements, the property owners within 300 feet would also be notified and could comment at a hearing. There is a slim.chance that the studies could determine the critical areas are not as severe as they currently seem, and by averaging the buffer on the stream, the owner might be able to construct a home without requesting any variances or other permits that would trigger a mailed notice being required. In that case, the owners would simply need a building permit. Because this site is subject to Edmonds Community Development Code 19.05 (Building Permits -- Earth Subsidence and Landslide Hazard Areas), the owner is required to post a notice on the site when they apply for a building permit, and the building permit application will be available for your review. You stated that you were interested in determining the height of a potential structure at 1105 Daley Place. Our current regulations only allow a house to be 25 feet tall, which we measure from the average grade. Average grade is the average of the elevations (from undisturbed ground) taken at the four corners of the smallest rectangle that can be shrunk around the footprint of the proposed house. In this particular zone, structures must be set back 25 feet from street and rear property lines, and 10 feet from side property lines. I am enclosing a portion of a survey of the lot, which may help you to see where the house could be located without obtaining a • Incorporated August 11, 1890 9 Sister Cities International — Hekinen, Japan Mr. Donald C. Cramer December 4, 1997 Page 2 variance. As the map shows, between the street property line and the street setback line the site drops 5 to 15 feet. An average grade of the house might be approximately just above 200 feet, making it appear to be about 8 to 11 feet above curb level at the street. This lot was created legally, and the owners have a right to construct a home if they can meet all of the requirements. If the owners choose to ask for special variances of the regulations, then the city will consider impacts on neighboring property owners, such as restricting views. You also mentioned in your letter restrictive covenants on the property.- Please note that the city does not enforce private covenants. If you have any further questions, do not hesitate to contact me at (425) 771-0220. Sincerely, Meg Gruwell Planner t c� c': ` Building Official �.� i",*.:'..:`�"",�F";.--3�:::..::��-,-. :.�... .'r�r•.: y.�;�+r.:.,.. �-��^ _._ �•�,., 9'"'. �; v "+�rn;r,...�:,.i.-.;.w•'...w-, 'N:.,�r^.,v"�.,.r.-.�zy.M o'`.'_.Gv' '^.�.. _tu V iY City of Edmonds Permit No; RIGHT—OF—WAY CONSTRUCTION PERMIT 'Issue Date: / A. Address or Vicinity of Construction: B. Type of Work (be specific): C. Contractor: 4S i#*Tor-. /i6MC- S r /NG • Contact: I L"t 6,edrTT Mailing Address: 16366 ✓Olio 60—rck tiZV* ll'!�� Phone: 42b- -74f.? - 337� . State License #: ESTAT61 1117 A Liability Insurance: YF' S Bond: $ 1.2, cA00. GD D. Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. ❑ Commercial El Subdivision El city Project ❑ EUC (PUD, VERIZON, PSE; AT& T, OVWD) ❑ Multi -Family Single Family . ' ❑, Other INSPECTOR: ayy • F. PAVEMENT CUT: ❑ YES ❑ NO G. SIZE OF CUT X CONCRETE CUT: ' ❑ YES ❑ NO 21 --.�.mmm INDEMNITY.. 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. ESTIMATED RESTORATION.FEES'WILL BE HELD UNTIL THE FINAL STREET PATCH IS. COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT, ♦ Traffic control and public safety shall be, in accordance with City regulations as -required -by the City Engineer. Every'" flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying• completion of the,., ' required training in their possession. ♦ Restoration, -is•to be in accordance with City codes. All street -cut trench work shall be patched with ,asphalt or City-,:.., approved. material prior to the end of the workday —NO EXCEPTIONS. y M ♦ Three sets of construction drawings of proposed work are'required with the permit application. CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND. THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK:COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS Signature: Date: or. Agent) FOR CITYUSE ONLY . Approved by: A,4- ' Time Authorized: Void After. Special Conditions: emu.- aria. C14 Fowl �'a.i..x•. zv �un.. k.�-�' G,c. � Sw,uz� tru'�' o� . Right-of-way Fee: Disruption' Fee/Fun& I11:' Restoration Fee: Total Fee: V'Llr2 Receipt No: 1 'J ,6 -is'sued by: UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE ne 425- 71-0220, Ext, 1326) FINAL APPROVAL OF PERMITTED WORK.. DATE: �J Inspector's Signature For inspection requirements see Engineering Inspection Information handout. NO WORK SUTALL BEC:IN PRIOR TO PERMIT ISSUANCE D• ..-.- DATE RECEIVED 1 PERMIT EXPIRES CITY OF EDMONDS USE PERMIT ZONE S % / NUMBER od --6� CONSTRUCTION PERMIT APPLICATION JOB SUITE/ArTr ' ADDRESS OWNER NAME/NAME OF BUSINESS PLAT NAME/SUBDIVISION NO. LOT LID NO. IZi A%i ct 1(��S` �kx�,Lk.e-T'T` \ 1 //� MAILING ADDRESS r� 1 • v LID FEE S 1 1 3 ` J � � PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP pW pef�j peequ�treC street ties Perri Revd CITY ZIP PROPOSED Itrepectl°^ Required tree p 7TEL;7EPHONEEXISTING �O REQUIRED DEDICATION F7 Ua�er .J wmgrequrea NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED YES E3 NO 113 C ADDRESS (2A REMARKS i = L. L.- C �=� � L;V 0 OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE Z r to CITY ZIP TELEPHONE P-1 LL 4 LS) -t 4"i - 3 ?r 13 NAME GG CBL# 11 � ENGINEERING REVIEWED BY ATE ADDRESS 000,� -t FIRE;,REVIEWED BY DATE CITY zj{ TELEPl10NE r ¢ STATE LICENSE NUMBER EXPIRATION DATE C KED BY VARIANCE OR CU . SHOREUNE OR ADS#.' INSPECTION 'RE BOND POSTED INO " SEPA-REVIEW SIGN AREA . HEIGHT PROPERTY TAX ACCOUNL, PARCEL„NO C E EXEMPT, ALLOWED ' PROPOSED 'ALLOWED PROPOSED bU"?'1 4y of7 oa !' 000 kilw_ . �L4 • S* EX I NEW RESIDENTIAL PLUMBINGIMECH OT COVERAGE ALLOWED PROPOSED. -REQUIRED SETBACKS (F.E): FRONT SIDE REAR 'PROPOSED SETBACKS (Fr) FRONT L/R IDE REAR. v v 'V A ` ' ADDITION s COMMERCIAL :.:;<' COMPLIANCE ,OR . ". ❑...CHANGE ^� � O� �.. �� iQ N` f �5 I N A OF USE z ❑ REMODEL , ❑ MULTIFAMILY ❑ SIGN PARKING ' - REdD PROVIDED LOT AREA PLANNING REVIEWED.BY D a a oa FENCE ❑ REPAIR C' CYDS ❑ ( X FT) ,.. E KS OTHER ❑ DEMOLISH ❑ TANK ❑ GARAGE RETAINING WALL FRE SPRINKLER ❑ ❑ CARPORT ROCKERY FIRE ALARM (TYPE OF UgSrfiUSINESS OR ACTIi EXPLAIN: IIJ CHECKED BY TYPE =UCTION IC17 OCCUPAN V GROUP NUMBER 2 NUMBER OF CRITICAL OF DWELLING AREAS 9--g SPECIAL INSPECTION OCCUPANT O STORIES UNITS' NUMBER JAREA REQUIRED ❑ YES LOAD DESCRIBE WORK TO BE DONE . REMARKS .. Z PROGRESS ° INSPECTIONS INSPECTION REO'D 9 - - m VALUATION ieVAZ,/D $9 Description FEE Description FEEcz, . r Plan Check State Surcharge Jr HEAT SOURCE GLAZING % LOT.•SLOPE % "Building Fermd '' City Surcharge PLAN CHE VESTED DATE gPlumbing: f r .� Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO t BE DONE ON PRIVATE PROPERTY ONLY ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading (f SEPARATE PERMISSION. aEngr. Review W d PERMIT APPLICATION: 180 DAYS PERMIT Ullili 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS. Engr. Inspection ��d+ SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS e! D Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS, WASHINGTON. ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY S FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due �tI s NOR LIMIT IN ANY WAY THE CITI^S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- Recording Fee Receipt # ES ACKNOWLEDGE THAT I VOTHIS APPLICATION: THAT THE CORRECT; AND THAT I AM THE INFORMATION THE R, OR THE DULY AUTHORIZED AGENT GIVEN OF APPLICATION APPROVAL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S S9KENSATION INSURANCE AND RCW 18.27. OFFICIALS SIG TUBE DATE 81 W OR AGENT) DATE S NED (425) --� � ( zs 20�3 77 1 -022O RELE B DATE ATTENTION EXT 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTILrw A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- LATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 ORIGINAL -FILE YELLOW - I SPEC OR PINK - OWNER • GOLD - ASSESSOR 04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN -ACCOUNTING RECORD OF INSPECTIONS INSPECTOR DATE APPROVED �M. SETBACKS %C �l VtlY 9 FOUNDATION: , n Footing Wall.......................... Pier/Porch ................. Retaining Wall ........... Slab Insulation .......... PLUMBING: Underground ............. Rough -In ................... Commercial Final ...... HEATING: (^ Gas Test ....................S Gas Piping ................. V1/I Equipment ................. Commercial Final ....... EXTERIOR SHEATHING NAILING I►' I ` FRAMING ^ z. ........................ FIRST FLOOR FRAMING... INSULATION ................... Floor Insulation ......... Wall Insulation ........... Ceiling Insulation ....... SHEETROCK NAILING SPECIAL INSPECTION ... MISCELLANEOUS .......... FINAL APPROVAL FOR OCCUPANCY .................." Side Sewer # mA A moat Paid $ RWJPt# s Date Issued- WaterMeterSizecop AmovntPaid-Receipt#_.. DateParcLased ROW # r;«. ro- 4mo=t Paid $...RtWpt #�,,,,,-_..== DadIlmed_._._.. .. 0 i IMPERVIOUS SURFACE CALCS HOUSE w/ ROOF O.H. = 2103 S.F. GARAGE w/ ROOF O.H. = 605 S.F. CONC. STAIRS = 33 S.F. DRIVE & WALKWAYS = 882 S.F. TOTAL IMPERVIOUS = 3623 S.F. I TOP OF ROCKERY 190' SEASONAL, DRAINAGE SWALE WATERCOURSE SS SETBACK PER PLAT I 186 \ S/7 . ' Tom_ \ CO�23�00 rE iE - \ I9 l9 s. 4 e _ /I o► / n TOP OF ROCKERY 190' +-- -- t BTM OF ROCKERY 187' TOP OF ROCKERY 187' / BTM OF ROCKERY 184' 33 4" J- _-,- ---- B;/ \ 0 EXISTING CHAIN LINK FENCE — TIGHTLINE ALL DOWN SPOUTS TO DETENTION SYSTEM PER THE CITY OF EDMONDS SPECS. HEIGHT CALCS. HOUSE POINTS A = +187.85' B = +195.90' C = +198.16' D = +192.09' A.E.G. = 193.50' ACTUAL = 218.33' MAX. HT. = 218.50' GARAGE POINTS A = +189.00' B = +193.10' C = +195.50' D = +191.85' A.E.G. = 192.36' ACTUAL = 207.16' MAX. HT. = 207.36' SILT FENCE — INSTALL PER CITY OF EDMONDS SPECS. 1lp 8 g' MAIN ® 194.00' 9' i r 1 I� HANCHETT I II RESIDENCE LL Ip I I 17' 14' 0 }I� I o _ 8. 15 l0 1 COV D I, I PORCH / L j i--_____y I I (P I ID - I / _I TOP OF ROCKERY 189' k+ __ - - _�------ 1 =_�____-- - - /- C 1 1B6 LOT COVERAGE LOT AREA = 12,001 S.F. BUILDING COVERAGE = 2,708 S.F. (22.56%) OWNERS BRIAN & CHRIS HANCHETT 1103 DALEY PLACE EDMONDS, WA 98020 (425) 775-1550 I/ N 1 -- DECK 12 14' - - I 0 i A 25' B T.O. SLAB ® 193.15' 4' WALKWAY (•: I/ / N CC I 2-CAR GARAGE / I 120' 22' I I 12' 192z ID---_2-- 13 _C N�� DRIVEy F� 25-0" ° 01 7. 194— I I LEGAL DESCRIPTION: Lot 10, Harbor Hills, as recorded under Auditor's File #8908085001, records of Snohomish County, Washington. TOP OF ROCKERY 196' / BTM OF ROCKERY 193'03 y\ NEW TIE INTO ROCKERYKERY FROMTNEIGHBOR NGxISTING PROPERTY i O �2p8� o/0 / ICo e06� / Z � c � / 4 JC ' / TOP OF ROCKERY 202'� \ �O �Cp I C / BTM OF ROCKERY 199'01 �''O1a Q L A—PEI�T ALL OTHER ROCKERIES MUST NOT EXCEED 48" H. w/o A PERMIT API m VERTICAL DATUM } 1 ©CB Type I Rim EI=196.3' Bottom of Structure EI=194.6' 8" DIP Out to Southwest EI=194.7' 1 1 vt:D BY PcAIVIVI/V SITE P LAN �4�i/,' 014 GRAPHIC SCALE 0 10 20 40 so ( IN FEET ) 1 inch = 20 ft. =1LE RECEIVED JAN- - 8 2004 PERMIT COUNTER 5HAI.I N O O O LEGAL DESCRIPTION: Lot 10, Harbor Hills, as recorded under Auditor's File #8908085001, records of Snohomish County, Washington. NOTES: 1) This survey was performed without the benefit of a title report. Property descriptions are based upon information supplied by the client and as available form Snohomish County Tax Acessor's records. No guaranty of ownership is expressed or implied. 2) This map depicts the results of a survey done by me on the dote indicated and can only be considered to be representing the general site conditions at that time. 3) Utility locations shown hereon are based upon field location of existing structures as available from surface exploration. The Contractor shall verify the exact location, elevation and size if existing structures prior to construction. 4) Instrumentation used for this survey was Leica RTC1100 total station and Leica System 300 GPS. Procedures used for this survey were field traverse and static occupations , meeting or exceeding standards set by WAC 332-130-090. BASIS OF BEARING Plat VERTICAL DATUM N AVD 88 March 5th, 2003 DATE REV 499.45' AO CB Type I Rim E1=196.3' Bottom of Structure E1=194.0' 12" CMP Out to North E1=194.3' © CB Type II Solid Locking Lid Rim E1=196.3' Bottom of Structure E1=189.3' 12" CMP Inside Standpipe Out to West E1=189.4' Water Level @ Top of Standpipe, Cannot Determine Other Pipes © CB Type I Rim E1=196.3' Bottom of Structure E1=194.6' 8" DIP Out to Southwest EI=194.7' UD CB Type I Rim E1=199.2' Bottom of Structure E►.=194.4' 12" CMP In from Northeast EI=195.7' 6" PVC In from Ea_ 12" CMP Out to Southwest E1=195.8' UE CB Type I Solid Locking Lid Rim E1=202.1' Bottom of Structure E1=197.1' 8" PVC In from East E1=198.4' 4" PVC In from North EI=198.6' 4" PVC In from North EI=198.6' 6" PVC Out to West E1=198.4' O CB Type I Solid Locking Lid Rim E1=203.3' Bottom of Structure E1=197.2' 8" PVC In from Southeast E1=198.8' 6" PVC In from Northeast E1=198.5' 4" PVC In from Northeast E1=198.6' 4" PVC In from East EI=199.3' 4" CPP In from South E1=201.1' 8" PVC Out to Southwest E1=198.4' IN orthstar Land Surveying, Inc. P.O. BOX 2139 Snohomish, WA 98291 www.northstarls.com Phone 360 862 9408 1 800 619 8223 Fax 360 862 9921 r�s •►STD•. • J EXPIRES 12/021C� L-I o?, © CB Type I Rim E1=203.7' Bottom of Structure EI=199.3' 12" CMP In from Northeast E1=200.8' 12" CMP Out to Southwest E1=200.9' OH CB Type I Rim E1=210.5' Bottom of Structure E1=204.6' 12" CMP In from East E1=206.3' 4" PVC In from North E1=207.0' 12" CMP Out to South E1=206.1' O CB Type I Rim E1=210.4' Bottom of Structure E1=208.1' 4" PVC In from Northeast E1=208.8' 12" CMP Out to Northwest E1=208.4' OJ SSMH Rim E1=196.9' Centerline of Channel E1=190.3' 8" PVC In from Northeast 8" PVC In from East 8" PVC Out to West KU SSMH Rim E1=197.1' Centerline of Channel E1=191.9' 8" PVC In from Southeast 8" PVC Out to West © SSMH Rim EI=206.2' Centerline of Channel EI=197.9' 8" PVC In from Northeast 8" PVC Out to Southwest QM SSMH Rim E1=220.5' Centerline of Channel E1=209.5' 8" PVC Drop Into 8" CMP Elbow to Invert In from Northeast 6" PVC In from North 8" PVC Out to South ��111�jw q p ffi-i� MUM I I 1`111111111111111 IV for: Brian Hanchett RECEIVED JUN 2 6 201rC3 PERMIT COUNTEf SHEET 1 OF 1 REV. CONVENTIONAL / GPS / BOUNDARY ANALYSIS //03 Dalev�°lAce F/L 7ER FABRIC SECURED TO 2" X 2' 14 GA. WIRE FABRIC EQUAL 2' A'2' #V0,9 OR EOU/I/ALENT 8'- 12' 8' I� PLACE 3/4 =1.5' WASHED GRAIEL IN 771E TRENCH AND ON BOTH SIDES OF RL TER FABRIC FENCE ON 771E SURFACE. FILTER FABRIC MATERIAL IN CONTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. VWIRE MESH SUPPORT FE E a UPPORT FILTER FA IC. II z — CN BURY BOTTOM OF FILTER MATERIAL 8' TO 12' 6' MAX. 2' X 2' WOOD POSTS OR EQUIVALENT CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTION REQUIRED ON ALL ER❑SION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. WR RE m. STANDARD DETAIL m ByMFFL1ffi 7890-19g0 WE 7/24/01 $CALF NTS N0' E1.1 BINDING WIRE OR n EXCAVATE TRENCH 8' DEEP _ TWINE WHERE STRAW -BALES WILL '1 —III BE PLACED AND STAKE BALES. COMPACTED SOIL PREVENT PIPING 11111 + III + I I + III-1 I t l +- ' CROSS SECTI❑N OF A PROPERLY INSTALLED STRAW BALE BARRIER TWO STAKES PER BALE TO MAINTAIN POSITION STRAW BALES AS REQUIRED. I1 I I=� I PROPER PLACEMENT OF STRAW BALE BARRIER IN A DRAINAGE WAY CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. i'+r'► •;sue. = _► • •STANDARD EXISTING CHAIN LINK FENCE NEW DETENTION SYSTEM 988 \ TEMPORARY GRA I/EL CONSTRUCT/ON ENTRANCE /NSTALLAT/ON.' THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL IiEGETAT/ON, ROOTS & OTHER OBJECT/ONABLE MA TER/AL. THE GRA I/EL SHALL BE PLACED 70 THE D/MENS/DNS SPEC/F/ED BEL OGY. AGGREGATE.' 4" —B" QUARRY SPALLS. ENTRANCE DIMENSIONS.• THE AGGREGATE LAYER MUST BE A T LEAST 12 INCHES THICK. /T MUST EXTEND THE FULL WOTH OF THE kEHICULAR INGRESS & EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET. TEMPORARY ERGS/ON CONTROL PROI7DE S77RAW BALES OR SIL T FENCE AL ONO NORTH AND WEST PROPERTY L/NE AS SHOWN ON PLANS TO PREVENT SEDIMENT FROM LEA (//NG S/TE PROTECT EX/STING AND NEI�Y CATCH BASINS FROM S/L TA770N. CONSTRUCTION SCHEDULE 'I INSTALL TEMP. CONSTRUCTION ENTRANCE. 2. INSTALL TEMP. SILT FENCE/ HAY BALES. 3. INSTALL CB PR01EC770N. 4. BEGIN GRADING & BUILDING CON57RLIC77ON. 5 INSTALL DRAINAGE SYS. & OTHER UTILITIES 6 FINAL GRADE, PA!/E DRIOES, INSTALL LANDSCAPING. 7 REMOkE SIL T FENCE/HAY BALES, CB PROTECTION, CLEAN DRAINAGE SYSTEM. NOTE.' EXISITINO U71-NIZ-5 AND EASEMENTS SHOGYN ON THESE DI?AGY/NG'S ARE 9A 5E0 ON RECORD Dl'?AGY//VGS OF THE PLAT AND MUST E LIMITS OF CLEARING S/L T FENCE OR HA Y BALES (SEE DETAIL) 7/8' WASHED ROCK ,GRATE I c.t: HYEJ 1/ �X " J Tom CITY INSPECTION REQUIRED ON ALL ER❑SI❑N CONTROL MEASURES BEFORE WORK CAN BEGIN. CT 2Cr 1 \ REVISIONS STANDARD DETAIL / J \ D. MIERr 1 4/1/03 � !1 � '_1890-1990 °A 7/24/01 1 SCALE NTS W0 N0' E1.3 1 ` / ` I /4(.* . 1 FILTER V SOCK wIw q�:-.•y CATCH BASINNZ -.•: 1�! .. .l:t ': 1. .'lam`': :: ```�•�"' '• .s=':lam/ PLACE FILTER FABRIC BETWEEN FRAME AND GRATE. PLACE 7/8' WASHED GRAVEL 3-4 INCHES HIGH AROUND CATCH BASIN TO FILTER WATER. STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E1.1.1) UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE. THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONTRUCTI❑N PERIOD. LEGAL DESCRIPTION: Lot 10, Harbor Hills, as recorded under Auditor's File #8908085001, records of Snohomish County, Washington. NORTH GRAPHIC SCALE 0 5 10 20 1" = 10' 1 EXPIRES 3-15-04 SINGLE FAMILY RESIDENCE BRIAN & CHRIS HANCHETT 1103 DALEY PLACE EDMONDS, WA 98020 PHONE: 425-775-1550 o 5 NO W) N O Oh h 0LL z I �J 1-1 N Cw I--� h h r 4 0 i rQn v ` 00 L vi W �? Q F. W C) W m LU ry W N� W V I w= � Z 0 3: W ry �Z d izu Q F— <�PQ UA ~ %0 •► HZ W w O CO z 0 dck. 0 `V) 0 r © Lv W >_ 0 Ix ILLS O Lj RE C-1 I EIV'ED - 52004 COUNTER EX.• 55111y/_' EXPANSION SEE TRAN5177ON JD/NT DETAIL BELOW "I SIuKRY OFP 6CPOS'CO A- 4t64d1� \ '4d1rr K�7�/4 ice/ d ✓ ST - OR/VEWA Y CURB TRAN5177ON DETAIL O/?/Vi- YA Y ENTRANCE PROVIDE SWALE, GRADE AND A 2'-0' MINIMUM SHY DISTANCE DRAIN TO APPROVED SYSTEM. SHALL BE MAINTAINED BETWEEN 12" OF COMPACTED SOIL OVER ROCKER! AND PRIVATE ACCESS GEOTEXTILE SLOPE TO DRAIN ROAD SURFACE UNDISTURBED NATIVE S01L EXIST/ORKGNAL GRADE Iti is ., ROCK FILTER LAYER. 1 12' MINIMUM WIDTH .�6 - GEOTEXTILE FILTER FABRIC �"SURFAC E n 1 10 1/2 0"EIER OF LARGEST ROCK ' ' IN BOTTOM COURSE OR 12'. MIN 610 PERF RGN1 DRABS PIPE SLOPE TO t, ,.' a' WHICHEVER IS GREATER DRAIN AND CONNECT TO COPE SMRM PROVIDE CIfANOUTS.r- 1==F<={INSTANCE (01)>HO" (1-11) UNDISTURBED NATIVE SOIL OR COMPACTED CRUSHM ROCK, AS GENERAL NOTES: IiEOursFo LOCATION or ROCKERY ADJACI 1, SPECIAL INSPECTOR SHALL VERIFY ROCKERY HEIGHT, TO CITY R.O.W. SHALL BE LOC FOUNDATION MATERIAL, AND ROCK SIZE A MINIMUM DISTANCE EQUAL 7 HEIGHT OF THE ROCKERY 2. QUARRY SPALLS AND CRUSHED ROCK SHALL. BE PLACED DIRECTLY FROM TRUCK OR OTHER SUITABLE CONTAINER IN ORDER TO MAINTAIN CLEAN BACKFII. 3. OPENINGS SHALL BE `CHINKED' WITH QUARRY SPALS. 4. ROCKERIES SHALL BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER IF GREATER THAN 8 FEET IN HEIGHT OR IF VARYING FROM THESE STANDARDS. OR IF THE CITY DETERMINES THAT SPECIAL CONDITIONS (SUCH AS CRITICAL AREA OR MEADOWDALE EARTH SUBSIDENCE LANDSLIDE HAZARD AREA) 2HAV MAX ROCK SCHEDULE HEIGHT MINIMUM ROCK SIZE H BASE TOP 2 FEET 2-MAN 2-MAN 4 FEET 3-MAIL 2-MAN 6 FEET 4-MAN 2-MAN 8 FEET S-MAN 2-MAN 1.1 MAX SLOPE FROM FRONT OF TOP 1 v ROCKERY TO BACK OF BOTTOM ROCKERY TYY 16 v 2H:1V MAX Y UNDISTURBED NATIVE SOIL 4 t 'A TYP 6 =,. CONSTRUCTION NOTES: ONW = 1/2 DNt#lER OF LAMM RICK N rDTTOM COURSE DR IY, WHKYIEVER Is ,T �TEL ' a n7H BETwEEN ROCKS AND T6' 1 ?y! O IXCAVATfON BACKFLl W/ 3/4' TO 4" NCN I A Qum SPAM OAPPRONED SYSi2• Tt ACTED SQL. OR GRAVEL M OE07D LE EQ EQ O6 WM DIAW0 WN PERRNWED WD 1'-0` MIN LEVEL PPE: SLOPE TO DPM h COlLIECT TO GROU D 6 PROPERTY 11NE STORM GRAN SYSTEM (NOT DETE `"0 PRIM CLFANOUIS. 5UGWFDOLE FMW. sQIKCK FtTER LAYER ---� Z- a 12' MN WOM. GENERAL NOTES: 1. SPECIAL INSPECTOR SEWL V60 now FE1 IT FOUNM Y N MATEBW. 110L. AND ROCK SIZE.SEE DETAIL E8.9 FOR ADDITIONAL REQUIREMENTS 2. OW SPA1S AND MOM ROCK SHNL BE RACED DI & Y FROM MU OR OTHER SUITABLE CONEANER N OLDER TO WITAIN CLEAN 8KIXFLE. 3. OPBLNGS MALL BE CI6NKED" wHN QUAW SP&LS 4. ROCKEM SHALL BE DESIGFED AFD STAIPED BY A UCD= PROFESS10% ENGILDER F ANY TIER 6 GRFATER TWA 8 FEET N HWIT. F VAIMI1G FROM THESE STAt&= OR F TFE arY DETLTt1iNES THAT SpMAL bFOL1D1as (SUCH AS MM.AI. AREA OR WDW&E WM slBsn U LMDSIDE H4 M AREA) EXIST. ;'.G::I'�fi Y :.::...:,..: E. D Ivi :C'! D.S.:::..: - �. Hwy STANDARD DETAIL D. GEBMT. LO/6/03 �" 2890-1990 DATE ISCAE 4/1/0 NIS ELIO GASKETED CAP CMANOUT DETA/L SCALE . 1." = 20' 2 2 Ex. �' sE�✓ER PRO01DE L LAMPHOLE COVER D` �;� I EAS S1,17FOR AFTER PERM/SS/ON :�� OBTAINED FROM Q PROPERTY OWNER. L� 13. 9515F SL OFF - ROAD ® 196.50' ORIGEWA Y CIL PROFILE SCALE:• 1" = 10' GARAGE WALL L2 GARAGE SLAB ® 192. 9' N017E EXIST/NG UT/L //ES AND EASEMENTS SHO PIN ON THESE DI?AGY/NGS ARE BASED ON RECORD DRAGY/NGS OF THE PLAT AND MUST BE VEI/F/ED. 2N CHASE EX. 6 SD AS NEEDED TO PRO i//DE I t-x � ,56v J Q M/N. 1q SL OPE FROM FTG DRAINS. (-"L R ,ALA NEW CLEANOUT !E A 04 I TOP Or yes BTd/ 0 ROCKERY/WALL 119900' ROIQYE7?Y/� ALL - 188.8' Q - EX Of?, itnJ,'E CHAN1%¢L D/CHARGE ROCKERY/WALL DRAINS TO SEASONAL DRAINAGE CHANNNEL PROOZOE 2' X 2'RIP RAP PAD ' SLEEVE P/PE 80 10/ P/PE ' / t "0`a'' (4 -6 QUARRY SPALLS, 12 TH/CA UNDER ROCKERY WALL I / "� , . \ i / 40, TGIF OF ROCKERY/13Vi4LL 190.0' ^ I ro �� NEW CLEANOUTS y B)M OFROCKERY/YALL 18,3. 6' I �i\,_,\�\\\ �'� 70P OF ROCKERY,/CYALL 186. 6' � _ / � A \ 1 ��AsohA- rRAILlAaE 1 87M OF ROCKERY/7yALL 1H836' I l l \ %' N .' r r / �'- • I G...�,><lrc� SE,BA�h' ER P� AT 6»PVC STORM GRAIN, cX %4"/COr1iC= �9p _ �Sp� / DOWNSPOUT \�! r' / �I \ (CONNECT TO EX. YD� YARY9 pRAII/}, OOLECTOR i / ! /E 184 0t2 NEW S/DE/SEWER ��- /' _ �9 �, _ _ _ 6' X i .-- �------- l --- -- E - HYT� / / ! TOP OF ROCKERY/WALL 187.0' ' 33'-4" ! �90.5 - �� / ' r coD T/GHTL/NE FTG DRAIN TO EX. YD 1935 -� -----1 ----7- - 1 - �,_ I , ; BTM OF ROCKERY WALL 184.0 - \ t I J , ---- -- / - '�- ! m / J ' 151LF 6" PVC ST /►'M / j / j CONNECT THIS ROCKERY/WALL J DECK 5-1 /N, 8.09 C'!/ER/FYI D A/N TO EX. YD ORA I / / NEW FTG �. Ch z3 (TYPE 1L) ORA/N - + �t ' P OF RO Y/WALL 190.0/ r',jE 1-00. 00 / / r l � TOP OF ROCKYERWALL 199 9, OF ROCKERY/�YALL 189. 0- / 7 0 190. 51';� � / 186. LA � • � / (ABIZi ! ROCKERY/�YALL 19 O TOP OF ROCKERY/WALL 189. 0' / h r94 07 �f 8.5lNT �_fd7395 BTM OF ROCKERY/WALL 186. 0 - -- I , , / Z, f' ; ° I v�3 r �- " � II' _' / �� I• I M1n t 6/ EXISTING CHAIN DETENTION j I i ' LINK FENCE - ' I I T/GHTL/NE ALL DOWN SPOUTS . P/PE / TO DETENTION SYSTEM. I 29 LF, 24 " 0, N- 12 ADS 0 I I CONNNECT ALL FTG DRAINS DETENT/ON PIPE, 5- 1.0� ,-__� TO EX/STING YARD DRAIN , l !L 190.51 194.0 O I l 3' MAX. ROLY(ERY !/EIGHT / 193.81 % 9 O / 194 O C01/D l L 1 FT t%DE FRENCH ORA/N \ ABOl�£ EX. Cfl'ADE /N BSBL CB 2 TYPE 1L 1 i © I` ( ) r I,j ( / �O PORCH r AROU/13D EAST & SOUTH f �\ RE 190.00 S/DE OF PORCH SEES TOP OF ROCAZRrAYALL 190. 0' /E 197. 00 (ALL � / i � / DOWNSPOUT � � � f DETAIL ( BTM OF ROCKERY/WALL 188.5 p8g I ' / COLLECTOR _ __ 193.8 Q / t.. � 194.0 3 8 - CONNECT DOWNSPOUTS ON THIS I TEPS >9Q 19 SIDE OF GARAGE TO DOWNSPOUT COLLECTOR FROM HOUSE 9 --,L_-_----- 8 / - ------ CONNECT DOWNSPOUTS �- --- / 193. 8 19.38 /CLEANOUT 1 1 Q ,r-1 ON THIS S/DE OF GARAGE 1 193.15 ,:' �93.15 f92. 95 / - TYP ,V � 1 . x TO P/PE FROM CB #1 t `" f / /' 194 0 194 O5 7 / f v I TOP OF ROCKERY WALL 204.4 5` I / 1 2 9 � ' ' 4 r15 / ,4 : I `V BIJ�! OF Rl1CkERY/CYALL/ 194 O� ' 6 / 1 F>� „ 2-CAR ARAGE :... 4 WALKWAY ✓ �-:�, �'� .7 5 37 LF, 6 PVC STORM I / 9 .. ORA/N, S-8.19 I I ,- / / I 1 31 199 -75 / 194.2 . I T.O. SLAB - 192. 8, © DdOR BOT/ /OF FTG - 8 .25 DOWNSPOUT 0' / COLLECTOR OVERFLOW ELEV 180 00 6" Y/N. PIPE SUPPORTS 6" OUTLET PIPE 0E-76N W..£ FRAME AND GRATF NTH L OCKING BOL TS RE 190.00 24" 0 DETENTION P/PE, ,e'9'LF, S-1.0.`r;' 12, If 186.70 6" PVC RISER TEE PVC ND CAP 9M/N W, "Id ORIFICE NOTES USE T1PE 1L CATCH BASIN OUTLET CAPACITY DEVELOPED. DESIGN FLOW PROVIDE AT LEAST ONE 3'x 090 GAGE SUPPORT BRACKET ANCHORED CONCRETE WALL (MAX. 3'--O" VERTICAL SPACING). NO SCALE APPROk£D FOR 06NS7RU0170N CI7Y 0VOINEER OAIF IMPERVIOUS SURFAOF CA�LCS HOUSE w/ ROOF O.H_ . =`F. GARAGE w/ ROOF O.H. = 6ft S.F. &I CONC. STAIRS = 30 S.F. DRIVE & WALKWAYS = 835 S.F.T9.l TOTAL IMPERVIOUS = 36 tI-S.F.' 3�21 DETENTION VOLUME REWD = �O (PRORATED) DETENTION PIPE PROVIDED jZ;9 tF., 24" 0 VOLUME PROVIDED = 90.3 S.F. ORIFICE 7��T': 47W DIA. LEGAL DESCRIPTION: TEMPORARY CONSTRUCTION Lot 10, Harbor Hills, as recorded under Auditor'siVTRANCE REQUIRED #8908085001, records of Snohomish County, Washington. STPRAA1 a!2W GE NOLES ALL STORM SEWER, PIPE SHALL CONFORM NTH D/Y/S/ON 7 OF THE #5DOT/APWA SPEC/F/CATION .. USE PVC, SOR . gSTM O-,YOJ4 FOR STORM GRAIN P/PE. USE N-,-2 (ADS P/PE FOR 9E7--N77ON SY57ZA.I ALL STORM SEWER 'P/PE SHALL CONFORM WTH D/VISION 7 OF THE WSDOT/APWA SPEC/FICA LIONS ALL PIPE SHALL BS'PLACED ON STABLE EARTh,, OR /F IN THE OP/N/ON OF THE CITY INSPECTOR, THE ZAIS77NO FOUNDATION IS UNSATISFACTORY, THEN IT SHALL BE E,Y6AVA7ED BELOW GRADE AND BAMFILLED WITH COMPACTED GRAVEL MATERIAL TO SUPPORT THE P/PE. THE SACKf7LL SHALL BE PLACED EQUALL Y ON 907H SIDES OF THE PIPE OR P/PE-ARCH /N LAYERS W/TH A LOOSE AVERAGE DEPTH OF 6 INCHES, MAX/MUM DEPTH 8 INCHES, 7HOROU011L Y TAMP/NG EACH LAYER. THESE COMPACTED LAYERS MUST EXTEND FOR ONE DIAMETER ON EACH S/DE OF THE PIPE OR TO THE SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER THE PIPE SHALL BE THE SAME AS DESCRIBED. (REFER TO WSDOT/APWA STANDARD SPEC/F/CA770NS 7-04. 3(J� AND STANDARD SPECIROA77ONS 2-OJ-TI4)C, METHOD B & C. CORRUGATFO ALUMINUM PIPE AND COUPLING BANDS SHALL MEET THE REQUIREMENTS' OF AASHTO M196 & #197. PIPE SHALL BE 2-21J A' 112 INCH CORRUGATION, HEL/CAL P/PE. ALL NOW PERFORATED METAL PIPE SHALL HAVE 12-INCH WIDE, NEOPRENE GASKETS AT 7HE AO/NTS. O-RING GASKETS MAY BE USED FOR TYPE F COUPLING BANDS. DOUBLE WALLED (SM007H 1WERIOR) CORRUGATED POLYETHYLENE PIPE, MEETING THE R-OU/REMEN75 OF AASHTO M 252 IN 4 TO 8 INCH SIZE AND AASHTO M 2945 IN SIZES 12" TNRU 36 ; /S AN ACCEPTABLE AL TERNWME TO SCHEDULE A CUL VERT PIPE, AS SHOWN ON 1315'DOT/APWA STANDARD PLAN 8-17. BACKFILL AROUND PIPE MUST BE COMPACTED M A SPECIFIED AASHTO T-99 DENSITY OF 90.E USE REASONABLE CARE IN HANDLING AND /NSTALLA770N. CATCH BASINS AND MANHOLES. ALL CATCH BASINS SHALL HAVE A MIN 18" CATCH. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS 07HERWISE NOTED. CATCH BASIN FRAMES AND GRATES SHALL BE EAST ,10R,9AN IRONWORKS. 2 STORM WATER R,-7EN770N/DE7FN770N FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED PRIOR TO CITY ACCEPTANCE. WATER & SEWER INSPECTIONS REQ'D lb / / CALL 426-771-0220 EXT.1326 Q ALL EXPOSED SURFACES TO BE COVERED WITHIN 2 DAYS L 192.80 1 / I / ROCKERY/WALL / 192 - 191.E _ - -„. 19280 I ' •,, / / `� j ,\ / ORA/N - TYP , V(2e-U44 cwr 1-4 6z, /. �..- �' '� / VERTICAL DATUM 7.940 RE 192.55Q � �/ : ', :./: �• •L7R VC � ..: i . � ,..,,. f �. /E >90. 00 TOP OF RO KER /WALL 197.1 ' CB TYPE , / ' BTM OF ROCKERY/WALL 194 0' I RIM Lz - 196.3 CB #3 (TYPE 1Lj RE 190.00 FINISHED GRADE IF 195 70 EX. t RADE - l LF, 24 v1 HOPE PIPE, S-w- EX s" sv CB Z2 (TYPE 1L) DISCHARGE TEE RE 190.00 _/L- 194, o � SEE DETAIL) /E 187. 00 NEW ROCKERY DETENTION SKS-7ZI EX Yi R, OR BL 0CK WALL SCALE.• I" - 10' �TGIA OF ROCKERY/N�ALL 199.0' h I / 25' / / ZMY OF R00rZR- rIVALL 194 O' 194 �_ /.. '... / ROCKERIES OR &OGW 19ra ..::.: = :. __ -✓' `� !HALLS WI-19V 7HE BSBL MUST / 7 TOP OF ROCKERY/WALL 1971 % NOT EXCEED 36" H ABO!%E EX. / GRADE. ALL OTHER ROMERIES 0 BTM OF ROCKERY/WALL 196. � / (WALLS MUST NOT EX^ zv NEW 25' DR/VEWA Y 48 HIGH 6Y O A PERM/T. CUT PER DETAIL t X CB' / f z-x SS,1iH z-x SSNI'/ APPROVED AS NOTED BY E GINEERING ae' -¢ f GRAO//I/G 01JANT/TIES CUT- 1,254 Cr FILL - 956 CY AJ FOOTING DRAINS NOT TO BE TIED INTO DETENTION SYSTEM ACCEPTABLE TIGHTLINE MATERIAL son 35 S 2� 0. r® F WAS HANCOR �� o by �� h NORTH040 15569 GRAPHIC SCALE ��rs�FG(STER�� ®o�AL E� 0 5 10 20 1" = 10' EXPIRES 3-15-04 SINGLE FAMILY RESIDENCE EX 8 SS BRIAN & CHRIS HANCHETT 1103 DALEY PLACE EDMONDS, WA 98020 PHONE: 425-775-1550 c� z NO i) N O Ln LA U � i-i LL N N 00 � i W � N 110 O N 00 Q w NZ�ni NQ Cn E-4_ w o � •U 0 OQ Q x L- Uw r- I-+ Z O 043 PS W w `D i® R� SIVF.D M 1- 5 2004 PER IT COUNTER C-2