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1107 12TH AVE N.PDF1111111111 609 1107 12TH AVE N w I TAX ACCOUNT/PARCEL NUMBER: EOGOOc�Ia�1 BUILDING PERMIT (NEW STRUCTURE): Ig81��2 COVENANTS (RECORDED) FOR: CRITICAL AREAS: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #' DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PLANNING DATA CHECKLIST DATED: S * L , 05 SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: 19 BLOCK: SIDE SEWER AS BUILT DA SIDE SEWER PERMIT(S) GEOTECH REPORT DATED: 12' C6 STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: LATEMP\DSTs\Forms\Strcct File Checklist.doc V SIL PL'-HMI's Y6 I ZONE NU.•+1 BEll DM h CITY OF EONDS BUILDING PERMIT APPLICATIONjol,— l•y,.'r' AUD ITE::S -) T NAME (OR NAME OF BUSINESS) J `�_ e B N . •, r i GI ` �� T� C ti LEGAL DESCifIPT10:Y SU tlUIV 1510N SHOIfi SUB O—�� �j�•:, W MAILING ADDRESS Z PUBLIC RIGtIr Or OFFICIAL STREET MAP , ' CITY TELEPHONE NUMBER E%15-L'ING JA hE { NAME Jl'(u h VH OPOSEU I W _ tJ E DI-ICILNCY or RiGI'fl 1JZ I v.Ar U ADpR E"S (,7 Z LV SEE ENGINEERING MEMO DATll J --- f ^S U CITY TELEPHONE NUMBER REMw RKS NAME ' Q j—VAA C /' Mtr[:R S;ZE I BUILV�NC: SU P1•LV SIpc LE TI%TIIRE UNI'i5 D ADDRESS ew �FI Q CITY TZLEP HONE NVMtlER _ ,{-w Ir a I CN V. Ir F.VII:\Y A1.+1+ NV q,��S •, � U STATE LICENSE NUM 9ER CITY LICENSE NUMBER 3IG:4 AREA I I 1 _ ALLOWED POSED t:OMPLE TC U133 /0 cL -- i PRO Legal Desciliption of Property (Show Below o• Attach Four Corned L 'jNj'�:.. '`' � � ( V �. l�l (i %` � 1 `•'�'/ `,L"• VARIANCE OR CV PLANNI "VILIY Y 4JAVw- '.Ros I 1 � LOT co _� z ���({{{ •' / 17I1ONT /O SIDF: REAR ^ram+ Z <•''., i U 2 REMARKS _A* © NEW ® RESIDENTIAL JF� PLUMBING I ! CHECKED BV lYPE OF CONS�N UCTION ICOr.0 YIALIi 1 ! ❑ A6D SPECIAL INSPECTOR AREA OCC:1PAtICY DE!U PANT �,�"- ❑ DEMO LISR ❑SIGN REOVI RED - I GROUP LOAD ; ( ❑ ��' ALTER EXCAVATE FENCE '- YES 17 OR FILL ❑ (— X—FTI REMARKS G it a E] PRE•MOVE INSPSw+M f PCOL REPAIR C OMPLIANC./E INSP, ❑ - f NUMBER Or STORIES NUMBER OF C DWELLING - I�C�L „lit I1�e�i`,r L-I IC:iUS �G�•+(`-1 I_I UNITS 1 NATURE OF WORK TO BE DONE (ATTACH PLOT PLAN) 1 Q : I U iO DPLAN CHECK PEE VALUATION FEE • BUILDING - - - PLUMBING I 34 { i MECHANICAL C 1 This Permit covers work to be done on private property ONLY. Any construction on the public domain (curbs, sidewalks, driveways, FENCE-= l maronaes, etc.) will require separate permission. SIGN �. Permit Application: 180 Days I Permit Limit: 1 Year - Provided Work Is Started Within 120 Days RETAINING WALL I I I r. N ••APPllcallt. o:1 beh:l!I :+: I11' „' Ill" `Pi`ll,y_ II••ii� :I •.,IL'I1, :Inl 5V11MMING POOL ' U successor, in in;rn'<t, aprres to indcm nify, dcfrnd and hold ha nnlrs. -- f—J i the City ut Ldnwnds. N'ashingtun, it, officials, em Plover:- a agents frmn any and Al r!ai:tts for damagra of whatever n2tl:le. G :u Lung lltr.tly m inJil :.il> I:.nu :hr Ivoen.c of thi: pr: mil. kru- I � • `: C,G I I C anee of this nernlir shall mq he deemed Io Inndil y, u'aicr or reducr TOTAL AMOUNT DUE :nq• requirenxnl of ally ciq• n;dirt;nlrc nor limit in enp ,lay thr I ' C'hy',:Nihn• to en force :Illy oRlinancr provisioll'" ATTENTION APPLICATION APPROVAL I ! I hereby acknowledge dtat I have wnd flik rg,plicaliln; that lha in- rHl. Pr.HMIT "fhi. 1 ,Iii:Dion is unt a n^na; tor" a ilUn gn'cn 1, cv rest: ami th:r, I am the o.�nrr, ,a IT, July aulhnr- � I'i { ized agent of the a ner. I eF:rr to .o lPl. with .i;y .Ind stare la,c> :cgu. AUT1OR'7CS "wil sicnod I,v the Iillildinc (Official o; t lacing anu'nlction, and ie doing :h, ly,trk au:ho:i'Lrd :!x•n:hv, no (`.+,-t•'n ON L': THE hi, I)c{nity- :Ind (ces arc I,;lid :.;I(! r n'iG be en:Pb;yed in violation of the Labor Code of tLr Statr uf'.1'a,hinaun VfORK NOTED :c"c,l11 Ie .hkI11'%v1edQcd iI1 il,acr {,:I,- I I relating to Wr.rkmen's Cornpcnlation In>uran_•. Tided. INSPECTION L NATURE (OWNER OR AGENT) DATF. SIGNED DEPARTMENT Io,,lrc R'S SIGNATURE ^ CITY OF ' ED A10N D5 IIDATE THIS SIT IS LOCATED IN THE CITY ]7S•25 Z5 (/ OF EDMONDS. LOCAL SALES TAX ` SHOULD BE CODED 31,04, - ATTENTION � ORIGINAL - F,h` YELLOW "•.II• : IT IS UNLAWFUL 'i0 USE OR OCCUPY A BUILDING OR STRUCTURE PINK - 0+•:�u'I GOLD - A — UNTIL UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR � ,� n FA CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC 304, 301 J U ILJ LI RE • • PLANNING DATA NAME: 9. BerB4--A Fe hew DATE: 81/2/97S- SITE ADDRESS: 1107 - 17- — A • N. PLAN CHK#: O 5 - 3a 7 PROJECT DESCRIPTION: 2nStM, (ti#,h,ws jWr.4(S 6e(~ lewkSe. REDUCED SITE PLAN PROVIDED?: es No MAP PAGE: Z Sq CORNER LOT: Yes / o FLAG LOT: ZONING: P 5 -1Z CRITICAL AREAS DETERMINATION #: 05 -9 9 Ef Study Required: �w 1-"S 1•',tt P-&Q1arA A -ILI (s laws ) ❑ Waiver r'ZePY` f�b�':ti" �i'"' /1`.�z (Z,M�f"h"rf P. `G�Kh,Ga�fw4�✓r�r�c. a.r�a 6/9/6+aS ❑ Conditional Waiver P� n<— bi 'T" J. "tz ' ��' S�' F_w^, '7'tN. a-4- 7/4'/ar (r— C,t ) SEPA DETERMINATION: ❑ Fee ❑ Checklist ❑ APO list w/ notarized form ❑Needed for 500 cubic yards of grading, ShorelineArea- site within 200 ft. of Puget Sound or Lake Ballinger) L:1 Exempt SETBACKS: Required Setbacks: Street: 10 Left Side: / o ' Right Side: 10 ' Rear: l o ' Actual Setbacks: # Street: Left Side: Right Side: Rear: Street map checked for additional setback required? (Yes / No / DNA) L❑ DETACHED STRUCTURES: LJ, . ROCKERIES: d� 6 z-X,� Pt� s�--,r AcU "Aiuf u;j� � tell p,w. 3 (t�...e b)V=* - ,h P.-baud ❑ FENCES/TRELLISES: ❑ BAY WINDOWS / PROJECTING MODULATION: STAIRS / DECKS: 5'kpf a, acaat vwcj and lHr »:, � .�c� � PARKING: Required: Actual: AJC LOT AREA: LOT COVE : Calculations: Nc . BUILDING HEIGHT: NA Datum Point: Datum Elevation: Maximum Allowed: Actual Height: A.D.U. CREATED?: (JEJ Yes) SUBDIVISION: ' LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: Yes 00 OTHER: 1 •g—41er:v�+k� �'�`� 9 har 11 n�w.n - P/r9 Plan Review By: Ne wB P P lanningD ata Form. D OC #P20 Critical Areas Checklist CA File No. Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location 1107 iFd,*,.ti dS 2.. Property Tax Account Number: sic tef . GOOD 1101 3. Approximate Site Size (acres or square feet): V 4. Is this site currently developed? yes; no. If yes; how is site developed? A s.V- , to.1k dMI tM 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. ems+ . Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet over. a horizontal distance of 33 to 66-feet). V Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: A)D ; Approx. Depth: 7. Site contains areas of seasonal standing water: A— ; Approx. Depth: What season(s) of the year? 8. Site is in the floodWay'..j IJ0 floodplain . Vi _of.a water'.course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? N O Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ;shrubs mixed VS ; urban landscaped (lawn, shrubs etc) 11. Obvious wetland is present on site: AX - z5 For City Staff Use Only 1. Plan Check Number, if applicable? ' 2. Site is Zoned? fL S - ' 12 r S" . 3. SCS mapped,soil type(s)? 3 Af Acrm-A AraveAll so-r-Au log,,,, IS- ?.5 -9, s lows 4. Critical Areas inventory qr C.A. map indicates Critical Area on site?. lZ( - _&)I 't�- 5. Site within designated earth subsidence landslide hazard area? No DETERMINATION STUDY REQUIRED WAIVER Reviewed Date. Friday, April 08, 2005 10:28 PM Pat Fahey 425 775 5464 p.02 #P20 L!) U City of Edmonds Development Services Department Planning Division Phone:: 425.771.0220 14C 10Q, Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her :subriutWof thin ttppl icAtWici die Cif . - The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the suhjcet pmrcrty. The inrormntitm needed to complete the Checklist should be easily available from observations of the site or data available at Oty Hall (Critical areas inventories, maps, or soil surveys). Date Received: �"DS — City Receipt #: a /� _. _ .. Critical Areas File-O'0`�j Critical Areas Checklist Fee: 135.00_ Date Mailed to Applicant: 4/ A property owner, or his/her authorized represe:ntative,, must till out the checklist,. sign and date it, and submit it to the City. '1'hc: City will n;vicw the checklist, make a precul'r& fife visit, and make a determination of the subsulucnt steps necessary to complete a development permit application- Plc,asc submit a vit;inity map, along with the signed copy or this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc-) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable at.torney's fees, arising fmm any action or infraction bped in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, hiJherriis agents or employees. By my signature, I certify that the information and exhiK4S_hcrcwith submitted are true and correct to the hest of my knowledge And that I am authorized to file this applicatior on the behalf of the owner as listed below. SI(.';NA.Tl1RF or APPiXAN'I'/AGENT J� � DATE Property Owner's Authorization By my signature, I certify that 1 have authorized the above Aplilicant/Agent to apply for the subject land u' application, and grant my perm"si<c?n for the public officials and the staff of thc. City of Edmonds to enter the subject property for the purposes of inspection and pos atten nt this application. SIGNATURE OF OWNER � � llA'1 N PLEASE PRINT CLEATLY Owner/Applicant: 12 ,f F,�e _ N Name Ade Street. Address fir) Mond S (,� � q�020 City _..-_ State Zip Telephone: • �-A - (k(� 5 Finad address (optional): Applicant Representative: Name _._ 1Zolo Street Address City State Lip Telephone: Z06- U. 3- 1J`7T Email Address (optional): b-.Kfe✓ cZ eli. J Cow •CITY OF EDMONDS • CRITICAL AREAS RECONNAISSANCE REPORT Site Location: 1107 -12t' Avenue N. Tax Acct. Number: 5689 000 019 01 Determination: Study Required Determination #: CA-05-49 Applicant: David Baxter / Distinctive Gardens Owner: Pat Fahey CRITICAL AREAS RECONNAISSANCE REPORT: STUDY REQUIRED (CA-05-49) During review and inspection of the subject site, it was found that the site may contain critical areas, including Geologically Hazardous areas, pursuant to Chapter 23.40 of the Edmonds Community Development Code (ECDC). GENERAL CRITICAL AREAS REPORT REQUIREMENTS Critical Areas Reports identify, classify and delineate any areas on or adjacent to the subject property that may qualify as critical areas. They also assess these areas and identify any potential impacts resulting from your specific development proposal. If a specific development proposal results in an alteration to a critical area the critical areas report will also contain a mitigation plan. You have the option of completing the portion of the study that classifies and delineates the critical areas and waiting until you have a specific development proposal to complete the study. You may also choose submit the entire study with your specific development application. Please review the minimum report requirements for all types of Critical Areas which are listed in ECDC 23.40.090.D. There are additional report requirements for different types of critical areas (see below). Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. There are options on how to complete a critical areas study and an approved list of consultants that you may choose from. You may contact the Planning Division for more information. General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110 through 23.40.140. STUDY REQUIREMENT - LANDSLIDE HAZARD AREA It appears that this property contains or is adjacent to a Landslide Hazard Area. • Any area with a slope of forty percent (40%) or steeper and with a vertical relief of ten (10) or more feet (except areas composed of consolidated bedrock). • Landslide Hazard Areas are further defined and illustrated in ECDC 23.80.020.6. • In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Landslide Hazard Areas are provided in ECDC 23.80.050. DEVELOPMENT PROPOSALS ASSOCIATED WITH LANDSLIDE HAZARD AREAS Development is restricted within a Landslide Hazard Area and its buffer. • Projects that will intrude into these areas will require a report by a licensed Geotechnical Engineer. • The criteria that are applied depend on the amount that the buffer is reduced. • The buffer can be reduced to a minimum of ten (10) feet (with an additional 15' building setback per ECDC 23.40.280) if a report is prepared that meets the standards listed in ECDC 23.80.050). *alteration must also meet the require rits listed ECDC ` 23.80.060. • In addition, proposals to reduce the buffer to less than ten (10) feet must comply with the design standards listed in ECDC 23.80.070.A.3. . ALLOWED ACTIVITIES Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.20. If you have any questions about whether your proposed development qualifies as an allowed activity, please contact a Planner for more information. EXEMPT DEVELOPMENT PROPOSALS Certain development proposals may be exempt from Critical Areas Requirements (ECDC 23.40.230). If you think that a specific development proposal may be exempt, contact a Planner for more information. PROPOSED TERRACES IN WEST YARD BY DISTINCTIVE GARDENS This proposal does not meet the criteria for exempt development proposals, so, it will require a report by geologist or geotechnical engineer as required by ECDC 23.80.050.A to make sure that the terraces proposed will be stable. This is necessary so that the proposed development does not have a negative impact on the adjacent downhill properties. Please note the requirements for the required critical areas report outlined under "Development Proposals..." above as well as the general critical areas report requirements. Name :Pruwell_ /� �-''® April 22, 20C re Date NOTE: Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at www.ci.edmonds.wa.us. 1►1 Q , ♦ r GEOTILOC H 13256 nth Street, Suite 16 Bellevue, WA 98005 CONSULTANTS, INC. (425) 747-5618 FAX 747-8561 Memo To: David Baxter Co.: Distinctive Gardens Address: 18342 Redmond -Fall City Road Redmond, WA 98052 RE: Details for Fahey Residence Baxter, JN: 05228 Fnxrs Marc R. McGinnis, P.E. Date: June 9, 2005 Email: Baxter@distinctive-gardens.com Phone: (425) Attached are the three plates that provide our recommendations for design and construction of the slope regrading and stabilization work west of the Fahey residence. The .recommendations presented in these details are based on the conditions that we observed during our April 19, 2005 site visit with you, our understanding of the proposed work, and the topographic information that you provided. Our services were provided in general accordance with the scope that you approved in our Contract for Professional Services. Please call with any questions. STREET FILE cc: RECEIVED JUL 12 2005 PERMIT COUNTER • Page 1 4 N4C1 VA 3'19 o • Q i 4-44 `ITVA L_ o 77VM Q IY 903 9 3fdv75-aiW ti--., y z NAL .-r w _77WA 1371d 9drd i GEOTECH CONSULTANTS, INC. TYPICAL CROSS-SECTION Slope Regrading 1107 - 12th Avenue West Edmonds ashinciton Job No: I Date: Plate: 05228 June 2005 1 Not To Scale 1 1 • Keystone or other 3(Min.) modular facing block 1 goo e (minimum 12-inch. block depth) F�na, ------ - - - - -- ---- e-�.� Height (H) StructttrSB ", Max.= 4 feet ' .. Fill �,`' ----------------- Geo9 rid ' 16 inches (Max.) Reinforcement 3(Min.) (for mid -slope wall) 1 g o9e"' " feet (Min.) :.... Min.= 8" I Structural Fill (placement an compaction should be observed by geotechnical engineer) Notes: 1. This design is only for the mid -slope geogrid-reinforced wall and the upper unreinforced wall. The design assumes that the toe of the slope has already been supported by the anchored pipe pile wall. As with any construction involving walls on a slope, actual construction conditions may require field modification to the design. 2. Geogrid Reinforcement for the mid -slope wall shall be Miragrid 3XT, Fortrac 20+, or equivalent approved by the geotechnicalengineer, with a maximum separation of 16 inches between geogrid layers. Based on a 4-foot-tall design, the Geogrid Reinforcement shall extend behind the facing blocks a minimum distance of 4 feet. Geogrids shall be stretched and held taut as the next lift of fill is placed on them. 3. A minimum of 12 inches of washed crushed rock or railroad ballast rock shall be placed between the facing blocks and the Structural Fill. No footing drain is necessary for either the mid -slope or upper wqU§. _ 4. Structural Fill placed under and behind the walls shall be free -draining, imported, coarse -grained granular soil. A sample of the proposed Structural Fill shall be submitted to the geotechnical engineer for approval prior to its use. The fill shall be compacted in a maximum of 9-inch lifts to at least 90 percent of the maximum dry density as determined by Modified Proctor. Excavation of benches into the existing slope, and placement and compaction of the structural fil, and construction of the walls shall be observed by the geotechnical engineer. 5. Exposed slopes should be vegetated or hydroseeded following completion to reduce the potential for erosion. GEOTECH CONSULTANTS, INC. EXPIRES MODULAR FILL WALLS Slope Regrading 1107 - 12th Avenue West Edmonds, Washington Job No: Date: Plate: 05228 June 2005 2 • Wafer interconnecting-._._ ....... the pipe pile 3 feet (Max.) 2-inch-diameter steel pipe pile on maximum 2-foot centers 10 feet (Min.) Notes: 3(Min.) 1.1 1�' 10 feet (min. I Anchor Design Soil Pressure Pressure -Treated 3-inch (nominal) thickness timber lagging (1) Two-inch pipe piles shall be Schedule 80 steel and be driven with at least a 90-pound jackhammer. Slip couplers can be used to connect subsequent sections of pipe, but the couplers must fit snugly into the upper and lower pipe sections. (2) Design soil pressure acts over the pile spacing to one foot below the existing grade, or to a depth of 4 feet from the top of the wall, which ever is a geater distance. (3) Treated timber lagging must extend to a depth of at least 12 inches below the existing or final grade, whichever is lowest. (4) A minimum 12-inch width of free -draining gravel shall be placed behind the lagging for drainage. A footing drain is not necessary, as seepage can naturally weep between the lagging boards. (5) Plates 1 and 2 present requirements for Structural Fill to be placed above existing grade behind the pipe pile wall. (6) All lateral loads on the wall shall be resisted by the helical anchors. (7) All helical anchors shall be torqued into the dense, native soils to an emperical capacity of at least twice the design load. GEOTECH CONSULTANTS, INC. ANCHORED PIPE PILE WALL Slope Regrading 1107 - 12th Avenue West Edmonds Washin ton Job No: ate: Plate: 05228 June 2005 I Not To Scale 1 IV4l1 VA31.4 h 1 V.. i � T 1 (, = Q �LZ V, 77VM Q!}J9039 �dP7S-a1W \ L d IS Trb'M 3Trd 3d�d _. GEOTECH CONSULTANTS, INC. i �w�£i � •�•w�oi TYPICAL CROSS-SECTION Slope Regrading 1107 - 12th Avenue West Edmonds Washington Job No: I Date, Plate: 05228 June 2005 1 Not To Scale Notes: Keystone or other 3(Min.) modular facing block 1 :— (minimum 12-inch, block depth) j ------- - - - - -- - -- Structural Fill Fill ----- - - -- t- - - - - -- Geogrid 16 inches (Max.) Reinforcement (for mid -slope wall) ------------------- --4 feet (Min.) -- Min.= 8" I Structural Fill (placement an compaction should be observed by geotechnical engineer) 3(Min.) 1 Final Height (H) Max.= 4 feet. 1. This design is only for the mid -slope geogrid-reinforced wall and the upper unreinforced wall. The design assumes that the toe of the slope has already been supported by the anchored pipe pile wall. As with any construction involving walls on a slope, actual construction conditions may require field modification to the design. 2. Geogrid Reinforcement for the mid -slope wall shall be Miragrid 3XT, Fortrac 20+, or equivalent approved by the geotechnicalengineer, with a maximum separation of 16 inches between geogrid layers. Based on a 4-foot-tall design, the Geogrid Reinforcement shall extend behind the facing blocks a minimum distance of 4 feet. Geogrids shall be stretched and held taut as the next lift of fill is placed on them. 3. A minimum of 12 inches of washed crushed rock or railroad ballast rock shall be placed between the facing blocks and the Structural Fill. No footing drain is necessary for either the mid -slope or upper w 4. Structural Fill placed under and behind the walls shall be free -draining, imported, coarse -grained granular soil. A sample of the proposed Structural Fill shall be CQ submitted to the geotechnical engineer for approval prior to its use. The fill shall be compacted in a maximum of 9-inch lifts to at least 90 percent of the maximum co dry density as determined by Modified Proctor. Excavation of benches into the existing slope, and placement and compaction of the structural fil, and construction the be ' of walls shall observed by the geotechnical engineer. .0 2�us 5. Exposed slopes should be vegetated or hydroseeded following completion to ISTS �s�laAL reduce the potential for erosion. 6�8, EXPIRES in / ?s; m GEOTECH CONSULTANTS, INC. MODULAR FILL WALLS Slope Regrading 1107 - 12th Avenue West Edmonds, Washington Job No: pate: Plate: 05228 une 2005 2 Waler interconnecting_._._ ....... the pipe pile 3 feet (Max.) 2-inch-diameter steel pipe pile on maximum 2-foot centers 10 feet (Min.) Notes: �3(Min.—) rface GrOun 10 feet (min.) Helical Anchor Design Soil Pressure Pressure -Treated 3-inch (nominal) thickness timber lagging (1) Two-inch pipe piles shall be Schedule 80 steel and be driven with at least a 90-pound jackhammer. Slip couplers can be used to connect subsequent sections of pipe, but the couplers must fit snugly into the upper and lower pipe sections. (2) Design soil pressure acts over the pile spacing to one foot below the existing grade, or to a depth of 4 feet from the top of the wall, which ever is a geater distance. (3) Treated timber lagging must extend to a depth of at least 12 inches below the existing or final grade, whichever is lowest. (4) A minimum 12-inch width of free -draining gravel shall be placed behind the lagging for drainage. A footing drain is not necessary, as seepage can naturally weep between the lagging boards. (5) Plates 1 and 2 present requirements for Structural Fill to be placed above existing grade behind the pipe pile wall. (6) All lateral loads on the wall shall be resisted by the helical anchors. (7) All helical anchors shall be torqued into the dense, native soils to an emperical capacity of at least twice the design load. GEOTECH CONSULTANTS, INC. ANCHORED PIPE PILE WALL Slope Regrading 1107 - 12th Avenue West Edmonds Washington Job No: Date, Plate: 05228 1 June 2005 Not To Scale 1 3 APPLICATION The City of Edmondsfor ,«k" SIDE SEWER PERMIT 0AW EASEMENT No............ ....................... >a� * NEW CONSTRUCTION REPAIRS 120-00900 OWNER ...... ...... Herman.-Mi-chelson..................••-----............................... CONTRACTOR--........-----.........----•-.................:.....---•--....................................... PERMIT No....................... ADDRESS ........ 1.107...12-th..Avenue--- N•................................................ LEGAL DESCRIPTION: LOT No............................................... BLOCK No............................................. S 0 '10 NAMEOF ADDITION ...................................•-•-•. ...--.......................--- Dye Tested On Sewer 1972 Approved: DATE................................................ By.------........-•----...--•-•----..................................... 08/09/2005 10:34 4257478561 GEOTECH PAGE 01 G EOTECH CONSULTANTS, INC. 13256 NE 20"' Street, Suite 16 Bellevue, W.A, 98005 (425) 747-561.8 FAX 747-8561 Memo. JN: 05228 TO: David Baxter roans Marc R_ McGinnis, co.: Distinctive Gardens Date: August S, zoos AUG 112005 Addr z 18342 Redmond -Pall City Road FAX: (425) 556-1226 BUILDING DEPARTMENT cITY OF EDMONDS Redmond, WA 98052 Phone: (425) RL- Response to August 2, 20M Plan Review Corrections Fahey Slope Regrading 1107 — 2nd Avenue North Edmonds, Washington This memo is intended to respond to the geotechnical-related comments made by the City of Edmonds in their August 2, 2005 Plan Review Corrections document. We previously responded to other geotechnical comments in our memo dated August 2, 2005. Attached to this document is a copy of the signed City of Edmonds Special Inspection and Tes[rng Agreement. In response to Item 5 of the Edmonds August 2, 2005 Plan Review Corrections; The new walls are short and will be baddiled with free -draining fill. It is our professional opinion that any water accumulating in the bacKli can weep naturally through the timber or modular block wall facings without installing a footing drain.. This will not affect the stability of the walls. The amount of runoff from the site will be no more than currently travels naturally downward toward the west Considering that the final grades will be flatter than the existing condition, and that more vegetation will be established, the regrading will likely reduce the amount of surface and subsurface water that flows toward the adjacent property. The recommendations that we have made in our previous details and memo are intended to satisfy section 23.80.060 of the Edmonds Community Development Code. Please contact us if you have any questions regarding this memo. Attachment — Special Inspection and Testing Agreement S11aVLT;:1� CC: - Page 1 y,, 08/02/2005 09:46 4257479561 GEOTECH PAGE 01 GEOTECH CONSULTANTS, INC. 13256 `° NE 20Street, Suite 16 Bellevue, WA 98005 (425) 747-5618 FAX 747-8561 Me o JN: 0=8 RESUB To: David Baxter F4are Marc R. McGinnis, P.E. AUG 11 2005 Co-, Distinctive Gardens Date: August 2, 2005 BUDDING DEPARTMENT Address: 18342 Redmond -Fail CityRoad PAX: CITY OF EDMONDS (425) 556-1226 Redmond, WA 98052 Phones (425) RE: Response to Judy 15, 20M Comment Letter firth City of Edmonds Fahey Slope Regrading 1107-12th Avenue North Edmonds, Washington This memo is intended to respond to geotechnical-related comments presented by the City of Edmonds in their July 15, 2005 letter. Specifically, Recommendations 3 and 4 relate to geotechnical issues. In response to these items, we have the following comments: Recommendation 3: The cross -sections and details that we developed (Plates 1 through 3) are based on our site observations and the topographic information that you have developed. This was mentioned in the transmittal letter that was attached to the three plates. The primary function of the lower (western) tied -back pipe pile wall is to provide global stability for the regraded slope, which will include new retaining walls and additional fill weight. The anchors and piles will both be founded into dense, native soil. Our design has considered both the static and seismic conditions. Recommendation 4 : In general, we recommend that the helical anchors not exceed an angle of 20 degrees from the horizontal. This results in a relatively flat anchor. As indicated on the details that we prepared, the anchors must be at least 10 feet in length and be installed into dense, native soils. This will require field verification with torque testing during the anchor installation_ In general, empirical relationships developed for torque -vs- capacity should be sufficient to verify the anchor capacities. We expect that our engineers will be responsible for observing anchor installation and load testing. Please contact us if you have any questions regarding these responses. Qa� 1 ESS 4 0 u Project Number: 25,060 Date: June 22, 2005 Project Name: Fahey residence Architect: Distinctive Gardens Structural design for a pin pile retaining wall at an existing residence. Construction Type: Steel pipe piles, steel wafer, wood lagging. CODE 2003 International Building Code (IBC) LOADS Tread Loads As required Roof Load na Floor Loads na Wind na Seismic Per IBC Sections 1613 through 1622 Material Design 'Values Soils (assumed) per geotechnical report Concrete Reinforcing Sawn Lumber Joists, Rafters: Beams: 4x : DF-L ##1 6x : DF-L #1 Posts: Studs & Plates: Glu-Lam Beams Parallam Beams Structural Steel ASTM A36, Fy=36 ksi Steel Pipe Sckdole 80 Anchor Bolts ASTM A325 JUL 12 2005 PERMIT COUNTER Z1 1�tAve[tt� r.tX�' .. Z0 39Vd SI-10dV NHOf 99009L990Z 6Z:EZ 900Z/ZZ/90 • zo-o ,� �. S�#89 - t�oC7- n7 � - D I C� � Soil separating fitter fabric Clear crushed rock (clean gravel) behind wall and in units - Compacted fill at toe of wall 7 op Soil Undisturbed Soil Compacted::- -4: Geosynthetic Compacted granular leveling pad 12 Perforated drain the RECEIVF,D JUL 12 2005 PERMIT COUNTER Installation Procedures This section describes the various procedures for.installing a CornerStone® wall, including. • excavating a site and base trench • base leveling pads • starting construction on a CornerStone® wall • corefilling CornerStone® units • backfilling and compaction • placing caps • placing geosynthetic reinforcement Site and Base Trench Excavation To excavate a site and base trench: 1. Remove all vegetation, debris, and unsuitable soils. Note: Do not use for back filling the structural part of a wall. 2. Excavate soil as needed to accommodate CornerStone® units and the required length of the geosynthetic reinforcement. 3. Excavate a base trench using a minimum of 24 inches width and a depth of 6 inches for the base leveling pad. 4. Add a ratio of 1-1/2 inches for every 12 inches of wall height (maximum burial depth of 16 inches) to the trench depth to accommodate CornerStone® unit burial. For more detail, see Depth Exceptions on page 3.10. The standard depth of the base leveling pad is 6 inches of well - compacted granular materials or as specified by an engineer.Walls lower than 4 feet (1.3 m) require less depth for the base leveling pad. y i L non line EXcava Safe atngie) i �, (Ensufe +- � Reinforcement length +/- 3. +�- 6" Burial depB' J JJJ Yy 11� JJJJJJJ JJJ/ JJ J y JJJJJJJ JJ JJ � y JJJJJJJ JJJ i� � JJJj d Leveling pa Trench Compact sub base Figure 3-11 Site and Base Trench Excavation 0 ComerStone® I InstaAation / 3.9 Depth Exceptions Exceptions for the depth of buried units or a base leveling pad are: • a positive slope above and a negative slope below the wall • poor soil conditions • a high water table • frost considerations If any of the above conditions exist, consult with an engineer. Note. Sub -base soils should be well compacted if disturbed during excavation. Excavation area and native soils should be protected from erosion during inclement weather. Setting up a Base -Leveling Pad The type of material for the base -leveling pad should be 3/4-inch well -graded granular soils. Granular soils should be compacted to a 95% Standard Proctor dry density or greater. Clear crush (clean gravel) may be used in areas of high moisture. (Reinforced concrete footings are used only in critical conditions, or when building a masonry -type wall.) When doing final grading of the base material, use screed pipes on either side of the leveling pad. Set the screed pipes by using a laser level or a string Iine.This method ensures a proper level for the Cornerstone® units butting against each other and establishes the correct batter. Correct batter and straight horizontal lines in the completed CornerStone• wall depend on the accuracy of the base material over the two leveled pipes. Levelling rod for laser or builders level.. Both pipes should be checked for level at both ends i and in the middle to guarantee accuracy. Screed board or 4ft. level. Make sure this exce�r area is well ,�j compacted before �_ screeding base r L� r ^ Screed Pipes �• Compacted Leveling Pad Figure 3-12 Base -Leveling Pod ® ComerSwne® J Instaltatim / 3.10 Note. Avoid walking on the smooth finished grade. PWA Starting Construction on a CornerStone Wall The first row of a Cornerstone® wall determines the level of the wall from unit to unit and from back to front. When starting construction, follow these general guidelines: • Remove or key the connecting lugs into the base material or place upside down (upside down units will place the second row at a zero batter). • To increase accuracy and speed of installation, complete one or two rows entirely before corefilling and backfilling, or before building more layers. Most utilities can be placed in the leveling pad, but you also can easily cut the CornerStone® units to fit around services. • Use a string line or a long straight edge to align the wall. Figure 3-13 Connecting Lugs Wolc Aligning walls 0 Comerkone® / InstaAation / 3.11 • When building concave or convex curves, use flex pipes or established radius points to maintain smooth curves on CornerStone® base units. --/ • Use the smooth back of the CornerStone® unit for alignment and measuring. Note: If at all possible, start construction, of the CornerStone® wall at the lowest elevation. It is easier to step up the base units than to step down in elevation. Overlapping unit can have one connecting lug removed or keyed into base Ensure this area —�— is well compacted before laying second cours Lay this unit first at half -bond and then work left and right Figure 3-1 S Starting Construction Use string line to line up straight walls, use '/." PVC Flex Pipe for curved walls. Compacted Leveling Pad All units should be laid snugly together and parallel to the straight or curved line. Because CornerStone® walls have a built-in batter, the final position of the top of the wall should be calculated when property lines or other survey marks are important considerations. On straight walls, the wall batter has a 1:12 set-back.There may be slight variations in the batter on concave or convex curved walls.The base course may need to be bent toward or away from property lines if the leveling pad steps up or down.The correction should be done gradually. For more detail, see Property Lines on page 4.16. Starting Walls When possible, start walls at a corner or against existing structures to avoid any undue cutting.When building concave or convex CornerStone® walls, start. from the centre of the radius if possible.The units can be shifted 2 inches left or right of the half -bond in relation to the lower units, without losing the use of the connecting lugs or changing the batter. When building a convex curved wall, one or both wings should be removed from the CornerStone® units.The wings or the upper front hollow core edge make good carrying handles when transporting and laying a CornerStone® unit Before laying down the next row of units, make sure all gravel, sand, and other particles are removed with a broom from the lower CornerStone® units. © ComerStan& / Installation / 3.12 Corefilling CornerStone® Units CornerStone® unit voids should be filled with free -draining granular materials, such as 3/4-inch clear crush (clean gravel).The same material can be used 12 inches behind the units as a drainage chimney, and around perforated pipe, if necessary. Burial level at toe of wall � r Compacted Leveling IQ at 6_-�WM0g, P 11 Pad Undisturbed Soil Figure 3-16 Corefdling Units Clear crush (clean gravel) prevents undue hydrostatic pressure behind the wall. The angular rock fill provides a greater interlock between CornerStone® units and greater tension with the geosynthetic material.The angular clear crush (clean gravel) gives increased weight per cubic foot of unit. Having clear crush (clean gravel) rock in the drainage chimney and in the voids reduces water staining and seepage through the wall face. Clear crush (clean gravel) should be placed into CornerStone® units every second or third course, or before placing the geosynthetic layer. Clear crush (clean gravel) does not need compaction. Note: Do not operate a compaction machine on or within 2 feet of the wall units. Large machines used to move materials or to compact behind the wall should stay a safe distance from the back of the wall to prevent undue pressure on the units. To avoid tilting units, the CornerStonem units should be swept clean of all dirt or rocks before installing the next layer or placing the geosynthetics.The CornerStone® units should be laid down with the connecting lugs in the voids of the two units below. Pull the unit forward until the connecting lugs rest on the front edge of the unit voids. CornerStone units will align easily and accurately in both straight and curved walls.After laying each course, perform a visual or string line straightness check © ComedtoneOD / Installation / 3.13 Backfill and Compaction Proper backfill material used in building a CornerStone® wall system ensures structural stability and reduces drainage problems. Most inorganic soils can be used for backfilling a CornerStone® wall. Granular or sandy backfill materials are easier to work with and achieve proper compaction (95% Standard Proctor dry density or greater) with less effort than clay or silty soils.This type of material can be placed in larger layers than clay or silty materials, and needs smaller compaction equipment with fewer passes to achieve the desired density. Granular or sandy materials also provide better drainage in the backfill zone and may reduce the number of layers and lengths of geosynthetic reinforcement in a CornerStone® wall. For more detail on soils, see Appendix B, Soil Detail. On -site soils can be used, but care must be taken to. protect the materials from the rain. Poor soils with high clay content increase construction downtime during the rainy seasons, and may also increase the amount of compaction needed and the number of geosynthetic layers and lengths required to build a reinforced wall. Poor soils used in high moisture areas may increase drainage requirements.To take away water before it enters the backfill zone, wick or mat drainage systems can be used at the excavated undisturbed soil bank. After compaction, soils should be tested by the engineer.The toe of the CornerStonem wall should also be filled and compacted as the wall is being constructed.This is especially important when there is a negative slope at the toe of the wall. Soil separating finer fabric ' 'Top soil Undisturbed soil Clear crushed rock Compacted::• (dean graven •: backfil{ behind wall and in units :..: {;• �' Compacted fill •' at toe of wall ''' jj • .:I' ice.. Perforated drain tile Compacted granular leveling pad -0_ComsrStnne® I lnstalkrtion / 3.14 Figure 3-17 Back -fill and Compaction Placing Caps You can place caps flush with the wall face or with an overhang of an inch or more, if desired. Caps or coping stones can be secured with all-weather concrete adhesive that will flex with the natural expansion and contraction of the segmental wall. Note: Cap styles may vary from region to region. Aligning Caps To align the caps, use a string line or flex pipes. CornerStone) reversible caps can be used in concave and convex curves. If a CornerStone® straight cap is used alternately with a reversible cap, a second size radius can be built. If the radius is larger or smaller than the reversable cap, caps may, need to be cut to fit For maximum adhesive strength, clean all dirt and dust off the cap and CornerStone® units before gluing units. Figure 3-18 Overhang Coping X Alternating straight and curved capping units All straight capping units �XI All curved reversable capping units Figure 3-19 Reversal Caps © ComerSton& / Installation / 3.15 Placing Geosynthetic Reinforcement Before designing a Cornerstone® geosynthetic reinforced wall, some wall components should be analyzed. Proper examination of the following components by an engineer will produce a good construction design: • CornerStone® unit size • unit core fill • drainage chimney • backfill materials • retained soil beyond reinforced fill • foundation soils • leveling pad • perforated pipes • geocomposite drainage • geotextiles • base stabilization fabrics • any active pressure that may effect the stabilityof the wall structure There are many geosynthetic products available, however, once an engineer has designed a parameter for that particular site, no substitutions should be made. Once the engineer's design has been checked, the geosynthetics are measured and cut to the correct length (acknowledging the appropriate direction of strength for that specific geosynthetic).The CornerStone® voids and drainage fields are then filled and Ieveled.The backfill materials can then be leveled and compacted. Note: Make sure that the backfill material is smooth and level so that the geosynthetic lays flat with no dips or bumps. Figure 3-20 Geosynthetic Reinforcement Q_Camer&one@ l nsw#ddon /alb To place geosynthetic reinforcement: I. Sweep the CornerStone units until clean of any foreign materials to prevent units from rocking or becoming uneven. 2. Place geosynthetics as far forward on the CornerStone® unit as possible without revealing fabric on the face of the wall. 3. Loosely lay geosynthetics behind the wall. 4. Place the next row of CornerStone® on top of the geosynthetics and the lower units. S. Pull the unit forward until the connecting lugs rest on the forward side of CornerStone® voids on the lower wall units. 6. Gently pull the geosynthetic toward the back of compacted backfill. 7. Use stakes or gravel materials to maintain tension on the geosynthetic. Excessive tension may alter the alignment of the CornerStone' units. Once CornerStone units and the geosynthetics have been placed, fill the units and the 12-inch drainage chimney with clear crush (clean gravel). Backfill the reinforced zone by placing materials from the back of the wall toward the end of the geosynthetic to maintain tension on the materials. Continue the construction of the wall based on the previously outlined steps. The CornerStone connecting lugs cause the geosynthetics to sag into the hollow core of the unit below.This distortion of the reinforcing materials along .with the angular clear crush (clean gravel) core fill provide a superb positive connection with excellent shear strength between CornerStone' units and geosynthetic reinforcements. i � o Geosynthetic Connecting lug creates a depression Clear Crush (clean gravel) in geosynthetic providing greater pull out strength �g.• ! Compacted Gravel ;. ,; -• Base Figure 3-21 Geogrid Depression Note: Do not drive equipment over the geosynthetics as it could damage the materials. © Comer&Dne®1 Installation 13.17 STREET FILE CITY OF E®i� ONDS HARVE H. HARRISON, Ids 0 V 0 ® @0 MAYOR CIVIC CENTER • EDMONDS. WASHINGTON 98020 (206) 775-2525 COMMUNITY DEVELOPMENT DEPARTMENT November 6, 1981 Dick Beselin 22048 98th Place W. Edmonds, WA 98020 RE: ADDRESS ASSIGNMENT After reviewing the address assigned to the new residence under construction on Lot 4 of Northview,Estates, it was determined' -.that the official address should be 1107 12th Avenue North, rather than 1108 12th Avenue North that was assigned on the building permit. We will notify other city department of.this change, but it will be your responsibility to notify other concerned parties. 1� - - Pam' ,--- Harold Reeves Building Official cn cc; Utility Billing Street File N 0 V n 1981 Dit, Ut Fur,,Ic SVEEET FILE CITY OF FE 0 M 1.3IMDS 200 DAYTON ST.•EDMONDS. WASHINGTON 98CP.O-(20G) 7752525 DEPARTMENT OF PUBLIC WORKS I] Mr. Herman Michaelson 19840 12th Avenue North Edmonds, Washington 98020 Dear Mr. Michaelson: July 24, 1979 HARVE H. HARRISON MAYOR SUBJECT: RETAINING WALL DESIGN FOR -a11N-Y12TH AVE-._N. As discussed with you, the structural details for the sub-, ject retaining wall omit certain important information and are open to design questions. We request that you have a.plan prepared and stamped.by a registered professional engineer. If you have any question, please contact Jim Robert's or Bob Franklin of the Engineering Division, 77.5-2525, extension 220. Yours very truly, /a FRED F. HERZBERG, P.E. City Engineer RRF : j ak ^7-79 SWMEngr. dt. Roberts dt. Asst ce. dt. n t. P. . D- t ,REVISIONS.:; -BY : : Date Scale .Drawn.. . Sheet ' � ' �: ! .:�:. •! i. _:.................. ....... ._.... :