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Permit File 3514 Oakes Avenue
SOILS OBSERVATION GEOTEST SERVICES, INC. REPORT 741 Marine Drive,Bellingham,WA 98225 Phone: 360.733.7318 Fax: 360.733.7418 PROJECT: Tom Allan JOB#: 05-5580 ADDRESS: 3540aks Ave.,Anacortes,WA REPORT It: S3 CLIENT: Welch Brothers Construction DATE: 1-9-06 CONTRACTOR: Client PAGE#: 1 of 1 WEATHER: Rainy PERMIT#. INSPECTOR:JK Observation of: Subgrade Soils GeoTest Services was on site this date to observe the subgrade soil conditions under the garage area. A 3/8" stainless steel pointed rod was used to hand probe the exposed subgrade soils. The subgrade consisted of brown, sandy silt to sandy clay with some gravel interpreted to be undisturbed native soil. The subgrade appeared to be dense near surface soils conditions appeared suitable for foundation construction. The contractor is using a shale rock material as fill over the exposed soils. A total of 4' to 5' of this material will be compacted in lifts 12 inches thick or less. GeoTest will have an inspector on site to monitor the fill placement. I i • • Copies: Client City of Anacortes Submitted By; Sean Cool, P.E. • Geotechnical Engineer xw emlxn r e>newnrn anthers co,messo.m,IuxnsmeorwThts report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc The above test results relate only to the sample(or location)tested.Copyright©1993 GTS SOILS OBSERVATION GEOTEST SERVICES, INC. REPORT 741 Marine Drive, Bellingham,WA 98225 Phone: 360.733.7318 Fax: 360.733.7418 PROJECT: Tom Allan JOB#: 05-5580 ADDRESS: 35111Oaks Ave.,Anacortes,WA REPORT#: S4 CLIENT: Welch Brothers Construction DATE: 1.9-06 CONTRACTOR:Client PAGE#: 1 of 1 WEATHER: Rainy-45° PERMIT#: INSPECTOR: DJB Observation of: Shale Placement for Garage. GeoTest Services was on site as requested for observation of placement and compaction of shale rock (oversize material with some fines), for structural fill under proposed garage at 3516 Oaks Ave. Lifts were placed 8" - 12" thick and either hoe-packed or rolled with a medium size single drum vibrating roller. Fully loaded dump trucks created very little movement when backing onto the pad and proof-rolling the area. The total depth of the pad is about 5'. The fill pad appeared suitable for construction of the garage. Copies: Client City of Anacortes Submitted By: can Cool, P.E. Geotechnical Engineer x aemqamnrew=mnemnaa cew1a�a.metenso4msy,This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc The above test results relate only to the sample(or location)tested Copyright©1993 GTS • 1520 Parker Way, Suite #G Mount Vernon,WA 98273 WEST COAST ENGINEERS, Inc. Telephone: (360) 424-3404 Structural and Civil Engineering Fax: (360)424-2063 Web: www.wcoastenu.com January 16, 2006 Tom Allen P.O. Box 817 Anacortes, WA 98221 RE: STRUCTURAL INSPECTION OF: Rock Retaining Wall Per your request, we inspected the subject rock retaining wall at Lot A(3516 Oaks Ave., • Anacortes, WA) on January 4, and January 10, 2006. The rock retaining wall was under construction during our site visit on January 4, 2006. The base rock was installed and backfilled and construction proceeded at second coarse (rock) level. The contractor needed to select larger rocks to keep size of minimum 5-foot (per detail in structural report). Because of topographic conditions an additional compacted fill had to be constructed in front of the wall in order to maintain the maximum retained height of 9 feet and less. Topographic conditions also resulted of a sloped backfill between the top of the retaining wall and the edge of the access drive, and also that the access drive angles away from the wall (horizontally— in plan view). The horizontal soil pressure increase due to the sloped backfill balances with the horizontal component of a wheel load decrease due to larger distance from the top of the retaining wall (see attached is a copy of revised analysis— report dated January 12, 2006). The retaining wall construction was complete at time of our site visit on January 10, 2006. We have not conducted any tests, or measurements of items that were concealed, therefore, all inspections were visual only. The retained height is generally 9-foot and less, and the wall appears to be constructed according to the structural report dated November 24, 2005 and revised report dated January 12, 2006. • This concludes our report. If there are any questions or concerns regarding these matters, please do not hesitate to call me. Thank you for allowing West Coast Engineers, Inc. to be of service. `�y KAtdg II Sincerely, ~� of wasy��� b?(AA, y • Ivan Kaliban, P.E. Principal Engineer - 27104 attachments: Revision#1 to Gravity(Rock) Retaining Wall Analysis. REQ1 wU cc: file s70NAL s • EXPIRES 3/19/n 2^.7-'�"in 1ec:cn i..,.a C1105.d.; Pave i _ ,r .,. - . Alt ) • • G,z v o CITY OF ANACORTES WASHINGTON Ittea m gCOp-C BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY This is to certify that the(Description of Building or Structure): Single Family R sadence Located At: 3514 Oakes Avenue ; STREET&NUMBER I Owner Tom Allen ( Constructed By: Owner 1 OWNER OR CONTRACTOR Bldg. Permit#: BLD-2005-0909 Date Issued: January 3, 600E Occ. Group: R3 Use Zone: R2 Has Been Inspected And Occupancy Is Hereby Authorized. This 8th Day of December � �200 06 tidYeaj AU HORILN 00-KAN_ II SEE REVERSE SIDE FOR SPECIAL REQUIREMENTS. E 1Final Inspection Checklist Site Address: 35)y Oi3Kec Avg Permit No.: DLp' 260 c- QCi('f Date Issued: /13l 0 h Zoning: Occ. Group: P-3 Constr. Type: (/4, Owners Name: !—0, AIlan tilt Owners Mailing Address: PO bd X 8)7 /g nat@ pi k ✓ State:9 o Zip: gvzl` Variances: No Yes 7 Safety Glass: No Yes ' Sewer Fee Paid: No Yes ? Hand Rails: No W" Yes Sewer Inspected: 0(< No Yes ? Guard Rails: No Yes >/ WSEC Compliance: No tetes i.,, Traps: No Yes 1./...j Attic Access: No Yes Wood Stove: No Yes 1 -- - Smoke Detectors: No Yes t/ Water Pressure: No //Yes ,P//r T&P Drains: No Yes 1/9House Numbers: No it Yes V U�` Yes fr- Insulation Cert.: No Site Drainage: es I Curb Cut: (jl'� No` --�`�� p • Crawlspace Insul: No Yes 1,7" Bedroom Windows: No Yes t/ Water Heater Strp: No Yes i."/ Vapor Barrier: No Yes_( D.W. Air Gap: No Yes L,/-. Water Meter Box: 3'- -i►�p Auto Garage Door: No Yes !/ 77- Exterior Decks/Landings: No Yes - Outside Caulking:7 No Yes 1/ Garage/House Door: No Yes 1 pC Inspected By: C -- Crawl Space Access: No Yes ✓ Date: q- IZ Q 6ji Exh. Duct/Dryer Vent Dampers: No Yes 0 i` r4 l 2, Voc- , , - 1111 ol C & F insulation, Inc "` 10757 District Line Road qv ' Burlington, Wa 98233 ;)`'''J .,':: ' Phone#(360)757-1685 Fax# (360)757-7457 CFINSI*066DW Email# safes@candfinsulation.com Web Site:www.candfinsulation_com INSULATION CERTIFICATE THIS IS TO CERTIFY THAT, IN CONFORMANCE WITH THE CURRENT THERMAL PERFORMANCE STANDARDS (Washington State Code) OR APPROVED PLANS, INSULATION HAS BEEN INSTALLED IN THE BUILDING LOCATED AT: Address of Property: Owner Name: Builder: Permit #: 35/c/ eakS Hoe- porn Gallen DESCRIPTION OF INSTALLATION �^ Manufacturer (or trade name) Thickness R-Values ROOFS rJ C:. Type of Material: Fiberglass nCA. 1 3 3 EXTERIOR WAiSS p � Type of Material: Fiberglass . . n CL lip J . 5 " L I • CEILINGS: BATnb Type of Material: Fiberglass BLOWN Type of Material: Fiberglass FLOORS Type of Material: Fiberglass DUCT/PIPE WRAP Type of Material: Fiberglass YES NO VAPOR BARRIERS Type: Ceiling Walls Floors Sub-Contractors C & F Insulation, Inc. Contractor's Reg. No. CFINSI*066t -44001%- Insulation Contractors I•'.: Authorized Signature tie Date FIT marom Suppliers Nit;"Si.#CFTNS1'066DW a CITY OF ANACORTES "AS-BUILT" VeSewer 171 Storm NTRACTOR: 4C.. D U C LD rein lsro �_ PLAT/DIVISION: 1OterV ) (4LI FIC. 0177Oj/J BLOCK 'PTV (pJ7I8 £Lth+ k- LOT ADDRESS: j6"l4 (qes Ave' kr A, I JT �[ it DATE: -U Cp nn PERMIT# CC'09 09 SCALE I 'I = a° f 1 STREET . I ,4 r_-_._ i:X1 !i L- v' (Z \ 1 • - R S V . , , 4 lit 3l ' \ h�ic a?P cot'3PYt lo.4, IC al 'tArcv,4,. Ext5 TO)(Y V 1 I lRrok>; { �, -1 ' i j _ V gk:s ik \ ' 1 }.oi ' 4 LOCATE STREET(S)ON GRID MAP `, ! 11S AFTER ADJUSTMENT LOTA BEGINNING AT THE SOUTHEAST CORNER OF LOT 6, BLOCK 1001, NORTHERN PACIFIC ADDITION TO ANACORTES, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLT i OF PLATS, PAGE 9, RECORDS OF SKAGIT COUNTY, WASHINGTON; THENCE NORTH 20'17'36" WEST ALONG THE EAST LINE OF SAID LOT 6 AND SAID EAST LINE EXTENDED A DISTANCE OF 248.29 FEET TO A POINT 15 FEET DISTANT SOUTHEASTERLY, MEASURED AT RIGHT ANGLES FROM THE CENTER UNE OF THE RAILWAY OF SAID GREAT NORTHERN RAILWAY COMPANY, AS NOW LOCATED AND CONSTRUCTED; THENCE SOUTH 79'48'36" WEST, PARALLEL WITH SAID CENTERLINE AND 15 FEET DISTANT THEREFROM, A DISTANCE OF 20.33 FEET; THENCE SOUTH 20'17'36" EAST A DISTANCE OF 72.17 FEET; THENCE NORTH 89'00'00" EAST A DISTANCE OF 15.89 FEET; THENCE SOUTH 2O'17'36" EAST A DISTANCE OF 78.43 FEET; THENCE SOUTH 69'42'24" WEST A DISTANCE OF 59.98 FEET; THENCE SOUTH 2O17'36" EAST A DISTANCE OF 73.64 FEET; THENCE SOUTH 62'06'13" EAST A DISTANCE OF 30.00 FEET; THENCE NORTH 69'42'24" EAST A DISTANC' OF 44.98 FEET TO THE POINT OF BEGINNING. TOGETHER WITH AN ACCESS AND UTILITIES EASEMENT OVER, UNDER AND THROUGH LOT A TO BENEFIT LOT B AND ORIGINAL LOTS 8,9, AND 10 DESCRIBED AS FOLLO ' COMMENCING AT THE SOUTHEAST CORNER OF LOT 6, BLOCK 1001, NORTHERN PACIFIC ADDITION TO ANACCRTES, ACCORDING TO THE PLAT THEREOF RECORDED IN VI 2 OF PLATS, PAGE 9, RECORDS OF SKAGIT COUNTY, WASHINGTON; THENCE SOUTH 69'42'24" WEST ALONG THE NORTH LINE OF OAKES AVENUE A DISTANCE OF 17.44 FEET TO THE POINT OF BEGINNING; THENCE ALONG A NON TANGENT CURVE TO THE LEFT HAVING A RADIUS OF 52.00 FEET, LENGTH OF 21.00 FEET, AND CHORD BEARING OF NORTH 69'30'25" WEST: THENCE NORTH 81'04'44'. WEST A DISTANCE OF 36.37 FEET; THENCE SOUTH 2017'36" EAST A DISTANCE OF 902 FEET: THENCE SOUTH 62'06'13" EAST A DISTANC EOF 30.00 FEET TO THE NORTH LINE OF OAKES; I THENCE NORTH 69'42'24" EAST A DISTANCE OF 27.54 FEET ALONG THE NORTH LINE OF OAKES TO THE POINT OF BEGINNING. 0600304-1 0002 01103/2006 002 8 Permit Fees 006515 $9,584.88 •'L"C Y 0 .,, City of Anacortes Permit#: BLD-2005-0909 904 6th Street Issue date: 01/03/2006 `!"" P.O.Box 547 Expire date: 01/03/2007 ` '02i Anacortes, WA 98221-0547 `yt `` (360) 293-1901 Job Address: 3514 OAKES AVE Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: I Remarks: New single family residence. Owner: TOM ALLEN Contractor: Address: PO BOX 817 Address: ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: License#: General Information: Fees: Occupancy Group it-1 Plan Review Deposit 100.00 Use Zone R2 Building Permit Fee 645.50 Basement Square Footage 1434 Plan Review Fee 319.58 Lot Area 7880 Mechanical Permit Fees 125.30 1st Floor Square Footage 1434 Plumbing Permit Fee 153.00 Garage Square Footage 413 State Building Code Fee 4.50 Building Valuation 184425 Sewer Inspection Fee 50.00 # Forced Air Furnace<=1,000 1 Storm Drain GFC-Residential 1,126,00 #of Bathtubs 3 Sewer GFC-Residential 5,646.00 #of Clothes Dryers 1 Park Impact Fee 615.00 #of Clothes Washers 1 Traffic Impact Fee 900.00 #of Dishwashers 1 Total Calculated: 9,684.88 #of Gas Fireplace 2 Deposits/Receipts: 100.00 #of Gas Piping 1 #of Gas Water Heaters 1 Total Due: 9,584.88 #of Water Piping 1 #of Hose Bibbs 2 #of Kitchen Sinks 1 #of Lavatories 4 #of Range Hoods 1 #of Showers 3 #of Ventilation Fans 4 #of Water Closets 3 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GR \1.TING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR C•L LAW/REG� • G CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. 1) I SIGNATURE OWNER OR AUTHORIZED AGENT ISSUED BY; r,:;;V'..'; v"-r -:.-. . 173 T T„..r�t rvrc..-f% .:'sr1k .1i T` Sr�#a.,:: *. ,+" � ::1;, .:.. z ,# � ((' vi e m G l N'a§P'a°v `' i fi a ° ; °t •-i;:.'s ,tr ,'i'i .. .4:4 r � �' , 5 'c i h- e.{�'`�: Ors 9 t 2 o Y 1t FF x ..f p 5r d#,� ¢ st g;. ,* v r " ip, r ='Ry �.k..£u 5 �,�, 19., U �� :ri, S':r G �'��'�¢fd;"�:7y�F", ;4tntt8Y'Fr'�.,�+� '&r<r#�"; ,",x9 ' , wY t,i 1. ' � %i ,.s y 0`'.c- g.: vb v3 `..it.s.-?., ,tsr y:,i w, .s�, $f,mt,x yx t` .0,0 r ac.3 , 09 i x,i z�,Y..006. b t4£,t 1�> t N vj'r�y r t;.tvS :'Zzr;,`�:„'.x.O��nG e.i 1r'as£r Lty.ie�Y'�.ir t,,.rak';.�. c"_,f;:i Site Address: 3S (e 5/9cersVe- Parcel No.: 68/3 17 Lot: /'"f Block: Div: Addition: e .�, a Nam TM H Name Name A) �(1rtlAgFy �.ct m 3,11( c0IC Oue Cp Jsrg.ucrioN Mailing Address Mailing Address Mailing Address Po. iox 8/7 l8e° £. 8ugQ416--roN &VA. 19.- PaRCY 1D.etoc 1 City: State: Zip: City: State: Zip: City: State: Zip: /WitC/CMS/A : 9e ) Siatl ) -TON /k'/it. 98233 Couoe-ulLLw, PM'. 9823q n(�2 �j�y/ O/ Contractorra Lic.No.:W/W(/(C.,G%6/NF Phone No.: 293 — 7 Y Phone No.:36 0 —7S 7 J5 J Phone-No.47i -let Ep Date: I///Q(o �7 ? Contact Person: 7?vn AL LEN Phone No.: 3W-'OslU 77,91 ��i�-'=:.,:�i. Y£�F Se '(+ 'W✓i i.o J4 yh �.:6 nRLi.t." ' +.'( Jn'.' � , t;::', lat ' .1 x it � ,a;. ..:' zy 1 Batt >4.w . , s�a.�.a,<.,., .a.t., , (Check One) Single Family:' Multi-Family:_ Apartment: Condominium: Senior Housing: Retail: Office: Restaurant: Manufacturing: Storage:_Bank: Assembly: Accessory: Automotive Repair: Other(Specify) DESCRIPTION OF WORK: ` oN-j— uC.T .. / rz .0 w/AT, j,L oo m FeAmK , V fiuG E FtlinicH 1-/ouse cv rrlf GA-446E Sp':I"r {;,...:��i:�+iqx:.t�.N �.ww.- '>;�,' Q�f. �:m�,:s>'rr.,.,e.' �, . �,,#w:.i , 'F-, -.}�- • , urR.,, "4 h r�;T� x �.�",u^,.". , Y'p.+,;w.;;,:-.d:'r',.:� �R,_.r.„,..�" �..,n«i`t.�. r •i;R?;... -_k'.�i�!'✓,�. . ,. ... ;�: d;; '^.�r�� '�7!??-'.`YmQ���4i��. . . . - '�Y-�511�;`+„":;.,� �,.. ,. o a„i :7 ;`;:,•'. 4i!..j-0ti�:.�=.�v�..iz..:�:.;rkJaV:.i rb>n. Street Setback: 20 ft. 2nd Floor: sf. (Circle Yor N) o 1st Side Setback: S ft. 3`d Floor: 0 sf.r3s^ Shoreline/Wetlands Y N 5, :: 2nd Side Setback: /0 ft. Basement: (t/3V sf,€�, Water on/Adj.To Property Y + Rear Setback: 20 ft. Occ.Group: Soils Report Y '• Use Zone: R-3 Carport Area: 40- sf" Sensitive Area Y Type of Cons cjon: leasOD Garage Area: s£t 5 • Latecomers Agreement Y N Lot Area: 7 t) sf. No.of Stories: ( 5 Fire Hydrant(250 Feet) 0 N 8 j No. of Dwellings: Building Height: al Variance Y n -.. Lot Covers e: :a,23,Y r, Deck Area: R02— sf Covenant Y E ,_ _ 1.Floor i , sf. Jlo,dO a D Flood Zone X A AE VE 4A .1:: ter' Project Valuation(Labor and Material Cost): IF311 t 1-1 C B I , THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF CHAPTER 15.04 ANACORTES MUNICIPAL CODE,AND SHALL EXPIRE r y BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER. ALL .i.. PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT,INCLUD G CALLS FOR INSPECTIONS. A V SIGNATURE: ( ..2�f/0 • DATE: i 3 OU 8Q u5-0909 v --.— oasa- ' �' 4-ra r :I ,au ._wW � iFi e � 5, t rT :"¢ ax xn.,. � � � e t y�qq �. �! dgr°3 is`.;�%Cq{'S2's Swi ' a ly i1?, l �B ��' �� l' 't l bi' t x b_.� ly : 1 M�3'(f i;. 'y Pki .6i 'A fillSA skC *,�,�t,-( . Fl :S} (ui� PAht6"` ttVI 'yN'�.PrS 1 f { 4.9 "i, „.', `fis,-�„� ..r a'i Site Address: 3f f QA-K•C3 ' 1 V f' Parcel No.: SE3 13 q Lot(s)' Block: 677 Addition: Novi-Tv-civil fit . 4O0l nog'" ' /J p c7ry y Contact Person: l V 4u_s.4/ Phone: 360 /3—( 6� 7 ,:n7G7`.f ,,y', ,j.x w5t,„ry{gyp:.r,a M'';: ;is :',' ',7,119FY.k';«e,a.,l `::kri;,lt+,"A4�'�'v"_6y.fi .aW�p'F.' ,.j.`, i'. a�,;...,r i T s' T f1��y,"�. �`"���',�`s's�� B�.znN P% '>�3P:��;.7!y{ , ,��:a+�';i �t�Pn'�k1 e�. ,s.ii�,�R»�St! �� P„�%AP,, �J��.r'''"'I&} ¢;;.,�/;e, y.J�. , ;ij ili�� �z y�M1{,9 Name. CM �Q U.I. . �y Name: J D HJNJON PC//M K/Ai 6- a 'I Mailinnng Address: / O 30/ 8/ 1 --��^^ Mailing Address: IV/-7 th)1 t s 7 zo n p1\O,*�L CinfilA }CO2tEI SState://()tt. Zip q8? I City /Y10(lar tL't&�State //i/4 Zip. ( ea77 Phone No.. p�93— /7St/ Phone No.: 36 0 -926 0 .s. 7: "•inTat,tt.. a . I is r ^'i,x l , M ".,,v.irtysis 'NS': is: t'Q 4 ^. °`w ` '84NT.,j No.; Type of Fixture No.: Type of Fixture 3 Water Closet 1.5 GPF Air Cond.Unit HP 3 Bathtub Refrigeration Unit HP 3 Shower 2.5 GPM Boiler BTU/HP �y Dishwasher 2.5 GPM ' Forced Air System BTU 8 a 0 W 4 Lavatory 2.5 GPM Floor Furnace ( Kitchen Sink 2.5 GPM Wall Heater ( Clothes Washer ' Clothes Dryer ` Urinal I 0 GPM Ventilation Fan Dunking Fountain ' Range Hood Floor Sink or Drain Pre-Mani Stove or Fireplace Water Piping Gas Fireplace {I I O Hose Bibs I Gas Water Heater Back Flow Prevention Device l Gas Piping i Other(Describe) Other (Describe) i urns APPLICATION IS RECIVED BY THE BUILDING DEPARTMENT UNDER THE PROVISIONS OF THE UNIFORM PLUMBING AND MECHANICAL CODES AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEG V.OWNER OF THE ERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIIZED AGENT OF THE OWNER ALL PROVISIONS OF LAWS AND ORDINANCE GOVERING Y F ORK WILI./L1 E OMPLETED WITH,WHETHER SPECIFIED HEREIN OR NOT,INCLUDING CALLS FOR Pl///g���pECTION. SIGNATURE. _I (i'/��/ DATE' •Fj/ J / • ,, CITY OF ANACORTES PERMIT CENTER 904 6TH Street— P.O. Box 547 p H Anacortes,WA 98221 ;; , 360-293-1901 Single Family/Multi-Family Permit Checklist for Submittal Plans which do note containnt the following minimum information will not be acce edr for tpIan check. Project Address: 3s/V ©�� ' ' 1 f Date of Application: / 51313 U' b z� Name of Owner: l i:V/7 l4 Assessors Parcel No.: P v " /`� 7 y d // ,�^ -/ Mailing Address: (�ea,f n x 8I1? J r Lot I Block: (0/7 Addition:AI!- , oaa/Nrg i City/State/Zip: / I N/TWnQt` S J'(/ ft • 9i9' /Description�of Work: CONSTRUCT Si IF I3-i/( ]-/ Daytime Phone No.: ; 8 - 17�7 100OD Fpj 1 F1 S• F. fi-Dbo - w/13 c Please place check marks by completed items,and cross out those that do not apply. 0 0 Two Full sets of Plans [] [] FLOOR FRAMING (Max.size 24x36) 0 [] Complete Application Form [] [] Fire Resistive Construction where Required [] 0 Provide Floor Plan for County [] 0 Joist Size,Spacing,Grade&Species [] [] Headers,Doubled Joists,Blocking,etc. [] [] SITE PLAN(8 1/2 xli or 11x17) [] 0 Floor Sheathing&Underlayment [] 0 Any Conditions That May Impose Heavy Loads 0 [] Setbacks [] [] Insulation to be Installed i [] 0 North Arrow [] 0 Lot Elevations [] [] ROOF FRAMING [] [] Lot Coverage [] 0 Lot Size [] [] Layout of Trusses&Bearing Points,Show Hips, [] [] Property Lines(Recorded Survey) Valleys&Ridges&Insulation 0 0 Easements,Streets, Alleys [] [] Ceiling Joist Size,Spacing,Span Species&Grade [] [] Location of Utilities [] 0 Insulation [] 0 Erosion Control,Small Parcel [] 0 Ceiling Finish Material Storm Water Plan [] 0 Rafter Size,Spacing,Span,Species&Grade 0 0 Location,Size,Etc.,of Beams or Purlins 0 [] FLOOR PLANS 0 0 Indicate Scale of Drawing 0 [] Provide Dimensions All Roof Systems [] [] Size/Locations of Doors&Windows [] [] Attic Ventilation(low&height) 0 [] Label rooms&Spaces 0 [] Indicate if Attic Will Be Used For Storage [] [] Indicate New Construction From Existing [] [I Show Attic Access 0 0 Show Decks,Patios&Landings 0 0 Show Smoke Detector Locations Roofing 0 0 Show Attic Access(s) [] [] Sheathing Type&Thickness [] [] Show Mechanical Equipment Locations [] 0 Roofing Type&Weight(provide attachment 0 0 Indicate Bearing Walls schedule if tile or metal) 0 [] Indicate Shear Walls [] [] Underlayment 0 [] Indicate All Header&Beam Sizes, Species&Grade 0 0 Show All Plumbing Fixtures Including Deck Detail Floor Drains 0 0 Guardrail,Spacing&Height 0 0 Joist Size,Spacing&Species 0 0 Types of Connectors,Post to Beam,Joist Hangers Type of Decking Material Mechanical Elevations [] Q Exhaust Fans;CFM&Sone Ratings n [I Show All Exterior Elevations Including n n Location&Size of HeatingAppliances &Proposed Finished Grades from Property Line n n Dryers to Property Line [] n Cooking&Other Appliances [] (] Show a Section Through the Lot at the Driveway n [] Range Exhaust Hood (to begin at the street paving or curb) Stair Detail [j [] Location,Width&Headroom [] [] Size of Materials&Species [] [] Rise&Run [] [j Handrail Type&Height Energy Code Compliance n [] Residential/Non-Residential Energy Code Forms [) [] Energy Code C truction DetailsI a / Applicant's Signature: " `� Date: !I /e�S�� Received By: Date: • Updated February 7,2005 2 - ING AT THE SOUTHEAST CORNER OF LOT 6, BLOCK 1001, NORTHERN PACIFIC ADDITION TO ANACORTES, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 9, RECORDS OF SKAGIT COUNTY, WASHINGTON; THENCE NORTH 20'17'36" WEST ALONG THE EAST LINE OF SAID LOT 6 AND SAID EAST LINE EXTENDED A DISTANCE OF 248.29 FEET TO A POINT 15 FEET DISTANT SOUTHEASTERLY, MEASURED AT RIGHT ANGLES FROM THE CENTER LINE OF THE RAILWAY OF SAID GREAT NORTHERN RAILWAY COMPANY, AS NOW LOCATED AND CONSTRUCTED; THENCE SOUTH 79'48'36" WEST, PARALLEL WITH SAID CENTERLINE AND 15 FEET DISTANT THEREFROM, A DISTANCE OF 20.33 FEET; THENCE SOUTH 20'17'36" EAST A DISTANCE OF 72.17 FEET; THENCE NORTH 89'00'00" EAST A DISTANCE OF 15.89 FEET; THENCE SOUTH 20'17'36" EAST A DISTANCE OF 78.43 FEET; THENCE SOUTH 69'42'24" WEST A DISTANCE OF 59.98 FEET; THENCE SOUTH 20'17'36" EAST A DISTANCE OF 73.64 FEET; THENCE SOUTH 62'06'13" EAST A DISTANCE OF 30.00 FEET; THENCE NORTH 69'42'24" EAST A DISTANC" OF 44.98 FEET TO THE POINT OF BEGINNING. TOGETHER WITH AN ACCESS AND UTILITIES EASEMENT OVER, UNDER AND THROUGH LOT A TO BENEFIT LOT B AND ORIGINAL LOTS 8,9, AND 10 DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF LOT 6, BLOCK 1001, NORTHERN PACIFIC ADDITION TO ANACORTES, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 9, RECORDS OF SKAGIT COUNTY, WASHINGTON; THENCE SOUTH 69'42'24" WEST ALONG THE NORTH LINE OF OAKES AVENUE A DISTANCE OF 17.44 FEET TO THE POINT OF BEGINNING; THENCE ALONG A NON TANGENT CURVE TO THE LEFT HAVING A RADIUS OF 52.00 FEET, LENGTH OF 21.00 FEET, AND CHORD BEARING OF NORTH 69'30'25" WEST; THENCE NORTH 81'04'44" WEST A DISTANCE OF 36.37 FEET; THENCE SOUTH 20'17'36" EAST A DISTANCE OF 9.02 FEET; THENCE SOUTH 62'06'13" EAST A DISTANC EOF 30.00 FEET TO THE NORTH LINE OF OAKES; THENCE NORTH 69'42'24" EAST A DISTANCE OF 27.54 FEET ALONG THE NORTH LINE OF OAKES TO THE POINT OF BEGINNING. Residential Energy Code (Simple Form) 2003 Washington State Ventilation &Indoor Air Quality Code 2003 Washington State Energy Code This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the WA ST VIAQ and WSEC Codes. After completing this form,please add all relevant information to your construction plans. PART 1 Whole-House Ventilation:select one of the following methods. KA. Fresh air will be circulated by the central forced air furnace along with a whole house exhaust fan. A single whole- house exhaust fan,which usually does double duty as a room spot fan, is required and must be controlled by a timer set to operate fan a minimum of 8 hours per day. The CFM capacity of the fan must be measured at 0.25 w.g.and have a maximum sone(noise)rating of 1.5. Fresh air intake ports or ducts are required with this option. (WA VIAQ, 303.4.1) The minimum size of the fan is based on the number of bedrooms and the size of the house. For houses up to 3,000 square feet,the following sizes are acceptable: _1 or 2 bedrooms—75 CFM t3 bedrooms—90 CFM _4 bedrooms—105 CFM For other options contact the Planning&Permit Center. B. Fresh air will be circulated by the central forced air fumace system. The furnace must have a fresh air intake duct and the blower must be activated by a timer to circulate air daily. An exhaust fan is not required with this system. (WA VIAQ 303.4.2) C. Fresh air will be supplied by wall or window vent ports in each bedroom, kitchen, living room and other habitable rooms along with a whole-house exhaust fan as described in Option A. (WA VIAQ 303.4.1) _D. A heat-recovery ventilation system.(WA VIAQ 303.4.4) PART 2 Insulation and Windows:select one of the following methods. (WSEC Table 6-1) Glazing% U-factor Ceiling Vaulted Walls Floor Slab _1. (2x4 construction) up to 12% 0.35 R-38 R-30 R-15 R-30 R-10 _2. (2x6 construction) unlimited 0.40 R-38 R-30 R-21 R-30 R-10 If you intend to use 2x4 construction,compute the window glazing percentage of heated floor area to verify that the project falls below the 12%maximum allowed glazing: (� ! /� //GGss__ Total area of windows,skylights and patio doorsf tiktyf�+a U 3S8 sq.ft.r Total heated area: )%e sq.ft. Total window area divided by total heated area=glazing /6 Updated. August 24.2004 Page 1 of 2 ✓'I`/(`/_, �'�/0 • City of Anacortes Public Works Department\Building Department Small Parce{ Storni Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: Owner (Name, Address and Phone) • YE 12 7 Site Address: Parcel ID Number: (J Sec.,;23 Twn Oa/VRng C ,W.M. Prepared By: (Name, Firm, Address, Phone) • The Small Parcel Storm Water Plan needs to be submitted with the Building permit.To , assist City Staff in reviewing your plans, please include any notes or comments you may have regarding individual requirements as they may pertain to this development. S1a2nc GiiW" p Sri) Sat /17n, 0 f c reta_ 6M /Nr /IevG- iftvD Cofil�'��7e� �c� l sow igval !/`23/oS B(SF-03) SOILS OBSERVATION GEOTEST SERVICES, INC. REPORT 741 Marine Drive, Bellingham,WA 98225 Phone' 360.733.7318 Fax: 360.733.7418 PROJECT: Tom Allan JOB#: 05-5580 ADDRESS: 3514/Oaks Ave., Anacortes,WA REPORT#: S3 CLIENT: Welch Brothers Construction DATE: 1-9-06 CONTRACTOR: Client PAGE#: 1 of 1 WEATHER: Rainy PERMIT#. INSPECTOR:JK Observation of: Subgrade Soils GeoTest Services was on site this date to observe the subgrade soil conditions under the garage area. A 3/8" stainless steel pointed rod was used to hand probe the exposed subgrade soils. The subgrade consisted of brown, sandy silt to sandy clay with some gravel interpreted to be undisturbed native soil. The subgrade appeared to be dense near surface soils conditions appeared suitable for foundation construction. The contractor is using a shale rock material as fill over the exposed soils. A total of 4' to 5' of this material will be compacted in lifts 12 inches thick or less. GeoTest will have an inspector on site to monitor the fill placement. it E, 4 ird Copies: Client City of Anacortes Submitted By; Sean Cool, P.E. Geotechnical Engineer KO Projects renSIrn Brothers Cow.sseo-Tom AlrwsmsomplThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc The above test results relate only to the sample(or location)tested Copyright ©1993 GTS SOILS OBSERVATION GEOTEST SERVICES, INC. REPORT 741 Marine Drive, Bellingham,WA 98225 Phone: 360 733.7318 Fax. 360.733.7418 PROJECT: Tom Allan JOB#: 05-5580 ADDRESS: 351jOaks Ave.,Anacortes,WA REPORT#: S4 CLIENT: Welch Brothers Construction DATE: 1-9-06 CONTRACTOR:Client PAGE#: 1 of 1 WEATHER: Rainy-45° PERMIT#: INSPECTOR: DJB Observation of: Shale Placement for Garage. GeoTest Services was on site as requested for observation of placement and compaction of shale rock (oversize material with some fines), for structural fill under proposed garage at 3516 Oaks Ave. Lifts were placed 8" - 12" thick and either hoe-packed or rolled with a medium size single drum vibrating roller. Fully loaded dump trucks created very little movement when backing onto the pad and proof-rolling the area. The total depth of the pad is about 5'. The fill pad appeared suitable for construction of the garage. Copies: Client i City of Anacortes Submitted By: can Cool, P.E. Geotechnical Engineer Xx-Projectstmioaiw.mn Brothers coma ss96Tom An.nso4sompThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc The above test results relate only to the sample(or location)tested Copyright©1993 GTS 1520 Parker Way, Suite #G Mount Vernon, WA 98273 WEST COAST ENGINEERS, Inc. Telephone: (360)424-3404 Structural and Civil Engineering Fax: (360) 424-2063 Web: www.wcoasteng.com January 16, 2006 Torn Allen P.O. Box 817 Anacortes, WA 98221 RE: STRUCTURAL INSPECTION OF: Rock Retaining Wall Per your request, we inspected the subject rock retaining wall at Lot A (3516 Oaks Ave., Anacortes, WA) on January 4, and January 10, 2006. The rock retaining wall was under construction during our site visit on January 4, 2006. The base rock was installed and backfilled and construction proceeded at second coarse (rock) level. The contractor needed to select larger rocks to keep size of minimum 5-foot (per detail in structural report). Because of topographic conditions an additional compacted fill had to be constructed in front of the wall in order to maintain the maximum retained height of 9 feet and less. Topographic conditions also resulted of a sloped backfill between the top of the retaining wall and the edge of the access drive, and also that the access drive angles away from the wall (horizontally- in plan view). The horizontal soil pressure increase due to the sloped backfill balances with the horizontal component of a wheel load decrease due to larger distance from the top of the retaining wall (see attached is a copy of revised analysis- report dated January 12, 2006). The retaining wall construction was complete at time of our site visit on January 10, 2006. We have not conducted any tests, or measurements of items that were concealed, therefore, all inspections were visual only. The retained height is generally 9-foot and less, and the wall appears to be constructed according to the structural report dated November 24, 2005 and revised report dated January 12, 2006. This concludes our report. If there are any questions or concerns regarding these matters, please do not hesitate to call me. Thank you for allowing West Coast Engineers, Inc. to be of service. 1 ll-r1Lfjry,: Sincerely, �� '� ���aF . -.A • • y, " I Ivan Kaliban, P.E. Principal Engineer .q, a 104 ." attachments: Revision #1 to Gravity(Rock) Retaining Wall Analysis. `',rREG159EtZ� cc: file 810NAL 1-`- c 1 EXPIRES 9/19// ►�,�1- 1520 Parker Way— Suite'G' . WEST COAST ENGINEERS, Inc. Mount Vernon, WA 98273 Structural and Civil Engineering Phone: (360) 424-3404 Fax: (360) 424-2063 Revision #1 to Gravity (Rock) Retaining Wall Analysis, for Allen Residence Located at: 3514 Oaks Ave., Anacortes, WA For: Tom Allen WCE Job Number: 247-05 January 12, 2006 l I , . a / f i " S`` M/ 7/ / . ICI, stidy EXPIRES 9/19/2007 INDEX: Design Sketches. Pages S1, S2 Standard Specifications. Pages B— D Calculations. Pages G1 — G6 Total Number of pages excluding cover sheet: 11. Notes, Disclaimers: • This Revision #1 addresses some of the as-built condition (only conditions that were visually verified during site visit on January 10 and 11, 2006). All other issues default to the original structural report dated November 24, 2005. • West Coast Engineers (WCE)takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). • The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. Jog d.4 I-OS A-LL`.-N 1' ci .. vna,_(_ WEST COAST ENGINEERS, Inc. SHEET NO. e- I OF / Structural and Civil Engineering CALCULATED BY 'F��f DATE 11/7/ / or 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE TS4 C.>`\11 s eS(C .- !}i,G 4'9 `7 r T` 17 o GE Ce t-k t tit y D11 7-c- ,c____r_ i / ( 14 :u �! (ZoDD‘ -/_) ' D \ -ALL A�9 3 kJ 'vre,3 I . I 144co s 4 M z-TJ. k)GtL 1 ' / n cb, I (C9 oopt E3000*) 1 eQ)Ca 41 - 13E2PO4q 0 00� (0 IZV v` 9>i'pe ) 4 i 5` 1J 4 COMrtcn 4 wi-H- 13om ; IF -T: { i/. I q DA-1- t-Lr Sol L_(FiTrim) a c, 6 (n-t ) wi-P TA- ®F- , Vic. pt `/ eve �C Tb MCP `7/r-01E tq-K-7 T2> k0,21"as 96 ) D A& move F1 . JOB 4,k7-OS A e r WEST COAST ENGINEERS, Inc. SHEET NO. S— 2 OF Structural and Civil Engineering 1J' `j IDS CALCULATED BY IC-- DATE 7-A—rr' 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE /l'il 0 CD Web. www.wcoasteng.com SCALE 71\CS�1'4- 7 r--001C ltMirI/ I `aC 3 i t / lam` _ _ I j ` Mil .tom 1� JMfki• • rD" ice& ; a CCU t 2 0l D�, � • `� _ � t 0 i ç u/ . j r i I, i 41kilk, ( 1�e,ety.0 'i (eat_(Fob-7t R-& ^. 1 '/' N p. I I I �.� �L !Nv4 ��f- j (p lift ,J f00L V L t tcE. 11 a11). FeH.frI - CG bc`o — COo"k) ao Q C � 3� >jilF CI C. 5 o q (I�iU 7A` .i`Iv E� �I .yr"a�. 1 J Co frl r c 1 c 4i ULH, NoT ; IF ' ,e I` iL( t+! I glnau -t-a colt_(nTriLi vcaM1rclei ) wl-P1Thr or- ram Cie_, htigIri Vc) af-l;- ` ; -T! O,{ 9w 1 , t5 aria) I P 'f.�- e,�f., "G Y,t, uGVS_, i t�E'a11. enact n erc rnr.._.__ ._. BI STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design/analysis: • i) Back fill soil 7: 120 pcf v) Drive Live Load: 250 psf ii) Back fill soil 34 degrees vi) Drive alt. LL: 32 Kips (HS20-44) iii) Rock/ rock friction angle 6: 33 degrees iv) Rock/ soil friction angle 6: 20 degrees 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to 9 ft. Rock Retaining Wall Analysis and Design (structural concerns only). WCE leaves issues such as thermal / moisture detailing, ingress / egress, insulation, and fire / life / safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the cafes, sketches, or call- outs. b) WCE has not analyzed adjacent drive road fill and its slope stability. All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. c) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents,are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 6) BASIS OF DESIGN—APPLICABLE CODES: a) This design is based on the IBC, 2003. All construction shall adhere to the minimum requirements of the 2003 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 7) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. _._ o. ',rep kocy, S-3 t'`3y—St;n 'G, `.era . _ 'an, ' -i3 Tr`: •3F- )' ?5-3<r.a u --;z: , ,T 11,.i '063 ,..w West Coast Enc.-insets, ~;C. C 1 [ 8) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. 9) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 10) ROCKERY, ROCK RETAINING WALLS: a) Materials: All rocks shall be sound, angular ledge rock that is resistant to weathering. The longest dimension of any individual rock should not exceed three times its shortest dimension. The rock shall meet following specifications: i) Absorption: Not more than 2.0% for igneous and metamorphic rock, and 3.0% for sedimentary rock (ASTM C127, AASHTO T-85). ii) Unconfined Compressive Strength: Intact strength of 6,000 psi, or grater(ASTM D 2938). iii) Bulk Specific Gravity: Assumed 2.7, or 170 pcf. iv) Accelerated Expansion (15 days): Not more than 15% breakdown. v) Soundness (MsSO4 at 5 cycles). Not greater than 5% loss (ASTN C88, CRD-C-137). vi) Rock size: Size Weight [lbs] Average Dimension [in] One man 50—200 12— 18 Two man 200—700 18—28 Three man 700—2,000 28—36 Four man 2,000—4,000 36—48 Five man 4,000—6,000 48—54 Six man 6,000—8,000 54 -60 b) Rock Wall Construction. Rock wall contractor is responsible for workmanship and all material used in the retaining wall. All rock walls constructed against cuts or fills eight feet and over in height shall periodically monitored during construction by Geotechnical engineer to verify quality of materials and construction procedure. i) Soil: All organic and deleterious material beneath the base rock (the keyway) to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of base rock to be at or below the shear key depth per plan. Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). Soil for the base rock is proportioned and designed for 2,000 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. ii) The keyway (shear key) shall comprise a shallow trench of the depth per plan extending for the full length of the rock wall. The keyway subgrade should be slightly inclined back towards the face of cut being retained. The keyway shall be drained via a rigid perforated PVC pipe (diameter rep plan) to the gravity outfall. The pipe shall be backfilled with free draining crushed or washed rock free of fine material. iii) Rock Placement: The first course (base) rock shall be placed on firm, unyielding soil per paragraph i) above. There should be full contact between the base rock and soil, which may require shaping of the ground surface. The long rock dimension shall be installed into the earth 2.47 05 then 'ck W_.h Specs 8-3:`-O5.'oc Page C Lei'}R.- "k'y'e, .;ails'C.i. oS'i W'-CIO ..,9;i?i.. _ : �- C-: 4 - ._ �%} �1 .�`i. , rB': ..(y`ij<� 1,3 . .. .."T.=Si-4 K�cool es. Co3s n .hers, k;ic. D I to provide maximum stability. The rocks should be placed so that there are not continuous joint planes in either vertical or horizontal direction. Each rock should bare on two rocks below wherever possible. The face of the rock wall shall incline at a gradient per plan but not less than 1H:6V, and not more than 1H:4V. There should not be a void larger than 4 inched in diameter at the face of rock wall. If contact between rocks does not exist within the thickness of the wall and rocks cannot be rearranged to accomplish smaller void, 'chink' voids with smaller rocks. iv) Drainage: It is the owner's responsibility to intercept surface drainage from above the rock wall and direct it away from the rock wall to a permanent discharge. Construct a drainage rock layer between the rear face of the rock wall and retained soil. Provide free draining material per plan or 6"to 4"quarry spells free of fine material if nothing is specified in plans. The drain rock layer shall be per plan or 12" inch thick for walls up to 8 feet high, and 18 inches thick for wall exceeding the height of 8 feet. 2"17-125 kl:e. ,,,,1/4'NFU 75 . g:: 1520 n-.,,.._wny G i.a.... Itier ..tE ,"Sr,c:;!.'., a r., .3'{.l-1 2'J` 1 - .:;k. :.. :`t -2 -V SS f:<:a5 ..J. . JOE 1-47-0c fl-LLLL?rki — Ct' ',"Y—oC-C.- tuA- WEST COAST ENGINEERS, Inc. SHEET NO. Gt { OF Structural and Civil Engineering CALCULATED BY \1C-- DATE \1 ({{2t'1 t'/ OS- 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE I Qv Ml 1A, '\ _� �� _g , � Pt r , � a , � 1 Ls / -----_____ Cow)F,At ( ate v c (-20r C-e ; LiHr 4 I ) \� \' 7. to/Pcw P�tE ( 1 p, 1 vt -t-- tii*JP Ce( 2-q L lc0 ,--/ A ' o LE I I , t / c t! - / - _ - E - , ; ------ — I r; I\ - .yam 1 �9 T r CsI . re- V *i7 ¢0`"C,J. \L c_ 6t 6' ice} 0,2�� ,rani,! ,,�.teocit3c -- - - a c i g(7s ) , , -- i 5'rii,tic i, r^J : Pbc'FG/ R-0e/Le; n a Lacd --�b<`-_ JOB ii -0v1 WEST COAST ENGINEERS, Inc. SHEET NO. Z OF Structural and Civil Engineering CALCULATED BY ( / DATE 11,°74t/td 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoa5teng.com SCALE c Fre-A- C 41 z-I l.�c"( ��.51 o , L`UCf' i5��'4 ¶t 7 „ 1t r 1.-05- ik? 175 "755.2C 1 4 1cc \\ apt ' %, ' Pr L- 1) 10\A5.11, Tup_.&„\-1,3- ct : )e_r_t:7_,Jea 1 - 170 F 6 a>) 2> 4F F . -E..e. a,o Ar t La, 1 of ecr-< >1 c o 5rr._ 2.2 .` 2- e_ , �, 1 S r t- 2 O. Laic L ;2,s -- Ire_ .t ot)°;c 2.: & el L'etpll 4r z_ U71 8tt- JOB `/7-Ole WEST COAST ENGINEERS, Inc. SHEET NO. 22 OF QU/ y Structural and Civil Engineering CALCULATED BY /� DATE lI (��' • 1520 Parker Way tG, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE : \1 - F-j1- w' kv,- -c, et . / , 6 if 1 : j . ,,t-i(7, f (vyco itcc , 1 1 r 1 .iii II I - Sr \ (1 (SI10S' t (r4 , ( e qns 4g C t -4..c €( P-7roc & C C S-L. m 3`cI S1 Z O® pock_ 7c,. U F r L` s---,,_ z- 2tist07 fries G� `. 2 C 4 , t ram-,) 4- 77 CP- c. 2 2�'4t V L ° Qk.-- I Co M,ir7MI .L''O 12, ✓ri- (j0)4D - f 1 te'2z-p . C C( v. '--ems — L �( l SVN-( S �A- A _ , c o, > r� '�(� �'�C a. 1.--1-7 V i r 44,E k� c4 �(4 (�f I V- 1�/U 'u i ' M,1V , Joe i247- 01; WEST COAST ENGINEERS, Inc. SHEET NO. 61 14, OF Structural and Civil Engineering CALCULATED BY DATE 1520 ParKer Way;FG, Mount Vernon, WA 98273 CHECKED BY Pelt ' DATE V)27qc-- Phone: (360)424-3404, Fax: (360)424-2063 Web: www.wcoasteng.com SCALE . . Ac):( t, 1A01,'D 772- (--: ) . „ rt t kA,./: te[D,R, u, : ion : . r .:. i ,701 u 'MI. ,/ 47716 - tcefol - ri t co 62-7 I-2 coy! 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SCALE to { �c �� c { ' °� C v.5 i A3 Ea> � I I ._ 0 p41 1A- : 7' -- -. 1- ( s 1 %.27 CI. /03 ', ''I I ,7; GCS -- .S'p .Q �'n�t 1147.... , •t7cf' c{ I i{.I I, 1 , i - 7 ,� \ r7O 3 A.i a = 9,� �� - r, �! —7--. :T.Hr (a Mott: cross gi -Jvpf( gq _ Kam ear S (A5s 1,,. Foil -)V -7J fi l 1,c— T - J Ai- 6Zcr-v Bra G SS C uo-i-Lee", (.0717 (9 71 91'z WITL-L--) le «c- �� r� lJ HQ/ I 1• it a: SC( 9 5 b 7 _ Z Ga9 Sr - `r5ts2. , . . . _ - b� elA JOB `i.--ir) I WEST COAST ENGINEERS, nc. SHEET NO G (O OF Structural and Civil Engineering r� }� CALCULATED BY JV�- DATE / C,# 1520 Parker Way AG, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE 1z c -._A 45 f L ' -- - - H - - , _ - Z/ Lott, (n2 lir hol ' ll Ia - rI, ire -00 - 76/ 1 ' (9( q k 122e( 1 ,� ; �`- frog- '- 1 a �_��2i !r i \� rr� TiMay i1a ) {�; i I 1 (r j L Loino3 4� - (R-T7" t t :h� e - l , '97.' 61 * y4 5.st, erre- I, (_ G 11 t ' s-p' a c'ei fIccol or v1/2 et - C , co (- �A!v �` .�'12-Zc 8C&�&4fr- I . vl \ I' uit ; i G (f-4 )/ CC l 70 _ .Cc- I, S rD,h'1 6 q-z-c4 1(02..i — ts--(904 t op.,. t- -- - / p- ,e, 1520 Parker Way, Suite #G Mount Vernon, WA 98273 WEST COAST ENGINEERS, Inc. Telephone: (360) 424-3404 Structural and Civil Engineering Fax: (360) 424-2063 Web: www.wcoasteng.com January 16, 2006 Tom Allen P.O. Box 817 Anacortes, WA 98221 RE: STRUCTURAL INSPECTION OF: Rock Retaining Wall Per your request, we inspected the subject rock retaining wall at Lot A (3516 Oaks Ave., Anacortes, WA) on January 4, and January 10, 2006. The rock retaining wall was under construction during our site visit on January 4, 2006. The base rock was installed and backfilled and construction proceeded at second coarse (rock) level. The contractor needed to select larger rocks to keep size of minimum 5-foot (per detail in structural report). Because of topographic conditions an additional compacted fill had to be constructed in front of the wall in order to maintain the maximum retained height of 9 feet and less. Topographic conditions also resulted of a sloped backfill between the top of the retaining wall and the edge of the access drive, and also that the access drive angles away from the wall (horizontally— in plan view). The horizontal soil pressure increase due to the sloped backfill balances with the horizontal component of a wheel load decrease due to larger distance from the top of the retaining wall (see attached is a copy of revised analysis — report dated January 12, 2006). The retaining wall construction was complete at time of our site visit on January 10, 2006. We have not conducted any tests, or measurements of items that were concealed, therefore, all inspections were visual only. The retained height is generally 9-foot and less, and the wall appears to be constructed according to the structural report dated November 24, 2005 and revised report dated January 12, 2006. This concludes our report. If there are any questions or concerns regarding these matters, please do not hesitate to call me. Thank you for allowing West Coast Engineers, Inc. to be of service. ...ter:-_.G r- /, Sincer I�/ oF wnsycry e (. Ivan Kaliban, P.E. • z Principal Engineer 27104 attachments: Revision #1 to Gravity (Rock) Retaining Wall Analysis. 9n RECis tc�.' cc: file S1ONAL9 5 EXPIRES 9/19/J/ erp 1 1520 Parker Way— Suite‘G' WEST COAST ENGINEERS, Inc. Mount Vernon, WA 98273 Structural and Civil Engineering Phone: (360) 424-3404 Fax: (360) 424-2063 Revision #1 to Gravity (Rock) Retaining Wall Analysis, for Allen Residence Located at: 3514 Oaks Ave., Anacortes, WA For: Tom Allen WCE Job Number 247-05 January 12, 2006 ti" � 7) /i t 4 if-t.�r 27104 rS EXPIRES 9/19/2007 INDEX. Design Sketches. Pages S1, S2 Standard Specifications. Pages B — D Calculations. Pages G1 —G6 Total Number of pages excluding cover sheet: 11. Notes, Disclaimers: • This Revision #1 addresses some of the as-built condition (only conditions that were visually verified during site visit on January 10 and 11, 2006). All other issues default to the original structural report dated November 24, 2005. • West Coast Engineers (WCE)takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left t this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). l • The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included;etc. I I JOB ALL I-OS t'LL ' V( Y^-'C1L J vJfrA_L WEST COAST ENGINEERS, Inc. SHEET NO. 6- L OF / Structural and C v E n g n e e r n g CALCULATED BY I� DATE l) //7/t�/ 67r 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoaateng.com SCALE_ 15� l j t �"10 �C I Ce H11.1 y p� EGG' � `f 11-11 QuAtz-zY S'Pf{L.Le., / 9) Z oX A- L pp 7 tau G t = d `T ! - I 'kriapeo (f-0c,1( K�. i ;. 4M H 650 I iCR) \ I / /7 `- (n Pht.1 t CqL t 4, nit 1 iU 2 -d =b ici I • /�� P673°`° (12-1A eaxio 9-i'pe ) Is" ` vi,t tJ y COMpk 4Y' wi-- tt- F1o1E ; (f' - rCT {tCi4HI— I� q 0Act-t-Lr Sot L_cFm-ruLiPiicH -L gte PL ) er c0f-Mg-- —eI4 tcr -[a vdkPf5-- %&T) D S vi t , e'to.A_} c,c. ? C-C, lA``C/eL , I JOB tl.4: t-OSS ALL.e-hi qI 2`'ilc_ vilv._(_ ' WEST COAST ENGINEERS, Inc. SHEET NO. S— 2- OF / Structural and Civil Engineering CALCULATED BY DATE tI / 7/2-7-�,^' r �g 1520 Parker Way#G, Mount Vernon,WA 98273 CHECKED BY DATE !!! t/I Z7/O(O Phone: (360)424-3404, Fax: (360)424-2063 Web: www.wcgasteng.com SCALE L 0frls0 `- l�� -11��t• 1 Gov �r / 1 CC ?0,01 Co u t �I P II Q 61CRtf , , A i LCZQ / _j J , .�, -C; r S 3e'j1RC J 1Init— ll1l il�e�i . J 1 I-t M tL A` t- I / 6b \ N j ' (, . o 0 k- ) \ 'I . DT 4 (I'M iL ZJDI eb I /.(V/A //L !p ARs f [ rvG t(_1 -ta Cep OCD*1 b , Pt a 9E2 P- P` � Gey,a _ IZ r/' cuo I ) e• pil,LI covr-kc:ro 4 NuLfrli• O(D; tF ?CT ', Ei4 I q14-.VON---1-`; I SolL(flrrULi ( , il,1‘i i vJ --Dri-;- ®p- 3fr-cam FoCAL, \j t iq-14-� vOCic--)7,!- '�?7 T!O,h 9W k1 , :4 f`-xC_-t '471/41� If..,S f`C r(.a)fL Sb}•rtnLl, Fa`3[` I 'West Coact F-. rcii Seer:, STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design/ analysis: • i) Back fill soil y: 120 pcf v) Drive Live Load: 250 psf ii) Back fill soil cp: 34 degrees vi) Drive alt. LL: 32 Kips (HS20-44) Hi) Rock/ rock friction angle 6: 33 degrees iv) Rock/ soil friction angle 6: 20 degrees 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to 9 ft. Rock Retaining Wall Analysis and Design (structural concerns only). WCE leaves issues such as thermal / moisture detailing, ingress / egress, insulation, and fire / life / safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the calcs, sketches, or call- outs. b) WCE has not analyzed adjacent drive road fill and its slope stability. All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. c) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents,are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 6) BASIS OF DESIGN —APPLICABLE CODES: a) This design is based on the IBC, 2003. All construction shall adhere to the minimum requirements of the 2003 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 7) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 147-05 Alenacci. . cU Cr,.__3 31 0J - 3 15? -S$ 'r:', 1go:4; \'e 'on, .. 37r3 -_p -pj(17.4r; O: FriC (e0)'7 :1;,:, tc.. c...,Pn<;. , 'Nast east't_ C;t:;ineer5, CsC= C I 8) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. 9) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 10) ROCKERY, ROCK RETAINING WALLS: a) Materials: All rocks shall be sound, angular ledge rock that is resistant to weathering. The longest dimension of any individual rock should not exceed three times its shortest dimension. The rock shall meet following specifications: i) Absorption: Not more than 2.0% for igneous and metamorphic rock, and 3.0% for sedimentary rock (ASTM C127, AASHTO T-85). ii) Unconfined Compressive Strength: Intact strength of 6,000 psi, or grater(ASTM D 2938). Hi) Bulk Specific Gravity: Assumed 2.7, or 170 pcf. iv) Accelerated Expansion (15 days): Not more than 15% breakdown. v) Soundness (MsSO4 at 5 cycles). Not greater than 5% loss (ASTN C88, CRD-C-137). vi) Rock size: Size Weight [Ibs] Average Dimension [in] One man 50-200 12- 18 Two man 200—700 18—28 Three man 700—2,000 28—36 Four man 2,000—4,000 36—48 Five man 4,000—6,000 48—54 Six man 6,000—8,000 54 -60 b) Rock Wall Construction. Rock wall contractor is responsible for workmanship and all material used in the retaining wall. All rock walls constructed against cuts or fills eight feet and over in height shall periodically monitored during construction by Geotechnical engineer to verify quality of materials and construction procedure. i) Soil: All organic and deleterious material beneath the base rock (the keyway) to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of base rock to be at or below the shear key depth per plan. Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). Soil for the base rock is proportioned and designed for 2,000 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. ii) The keyway (shear key) shall comprise a shallow trench of the depth per plan extending for the full length of the rock wall. The keyway subgrade should be slightly inclined back towards the face of cut being retained. The keyway shall be drained via a rigid perforated PVC pipe (diameter rep plan)to the gravity outfall. The pipe shall be backfilled with free draining crushed or washed rock free of fine material. Hi) Rock Placement: The first course (base) rock shall be placed on firm, unyielding soil per paragraph i) above. There should be full contact between the base rock and soil, which may require shaping of the ground surface. The long rock dimension shall be installed into the earth 247-05 EVien RRCtk t`'&t Sc.a:;8- -05 do7 :35C C iay : '. ... .v- : - .._ . . _. e., ,:2:;O` .t.'Clr. 474-3! ! .. •. 'u=Vi 020 ...r.,2, '.ry.:2:50:0:.1t003..,.. , 'West Coast raromeU s, r c. D to provide maximum stability. The rocks should be placed so that there are not continuous joint planes in either vertical or horizontal direction. Each rock should bare on two rocks below wherever possible. The face of the rock wall shall incline at a gradient per plan but not less than 1H:6V, and not more than 1H:4V. There should not be a void larger than 4 inched in diameter at the face of rock wall. If contact between rocks does not exist within the thickness of the wall and rocks cannot be rearranged to accomplish smaller void, `chink' voids with smaller rocks. iv) Drainage: It is the owner's responsibility to intercept surface drainage from above the rock wall and direct it away from the rock wall to a permanent discharge. Construct a drainage rock layer between the rear face of the rock wall and retained soil. Provide free draining material per plan or 6"to 4" quarry spalls free of fine material if nothing is specified in plans. The drain rock layer shall be per plan or 12" inch thick for walls up to 8 feet high, and 18 inches thick for wall exceeding the height of 8 feet. - .. ,.- ,.,'a r.8227; 7- 3 60 4-24 J19' <c . (3ffi, wit.; JOB R 0-01 i I -.li—VV — i P-00-(P.s AJJA'U //— _- WEST COAST ENGINEERS, Inc. SHEET NO. GL ( OF Structural and Civil Engineering CALCULATED BY 1G' — DATE \ l /2ti /OS 1520 Parker Way«G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE 0 /( 7 �_ ecM ff a z ( F Le i �l a- i Po CGI SFs-t (+q_' j w Ia} a. Ul qj, 1 �. ® 8 �' = f- 'jo -- si : e i3 V / < /` 1= ' \J try Est = IA a_., 1\ �� Se11. ft -I k *ly 4cGC sclE �L�� CSC- /�) fi Cam; -), .7..ror. ; c- ( i eriz ) c *, s9' 6- rt ; .r `j : gb.cer(0CrG.=, 2i Y D c. 1200: f AAC s. r. pert,- `-07 Y JOB G 4 1-0i • WEST COAST ENGINEERS, Inc. SHEET NO Z OF .S 1 r u c(Oral and Civil Engineering CALCULATED BY q1C/ DATE + 1/1/ /Or 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE . :4-e t ,1 i'". r F g(_` k•r _ 1 r th ma., g b1 toeirric.Ae, 3N -,,f J'G Sf4G-f 0.0 lit 156r1 rio 14 r :2-0 -2M- 115 `70tet'`( L1#Rc \\ stni c JJ M�' ( Cry ( �°� - 7 fe--cc_ 4' F^aC f ,,,,, lJ i 17o P �I t� 07EC yr r, tSi,--s4i/ Are Th4ta of I ; - 1cG t� tt- Z1 O lil t �. .0 'Z,7- t S ; Yj. Art vrooc. c7-..s.., a & gam SIBz_ HI otz._ Sitil9 fr -0 . o.e,S -e.. G. e1- r rt Cale CAL- ' JOB tZtt7—or WEST COAST ENGINEERS, Inc. SHEET NO. 22 OE Structu r a I and Civil Engineering CALCULATED 6Y ) / ,/ M"( DATE (Z 7 r oU 1520 Parser Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: WWw.wcoasteng.com SCALE 6, 7 C C2:� �,ck-F l I y i-7o t � �c-� / ' it, F- - I 71Y/A D b` `r a[ I .19 _1 ni (AA ems- ��, 12> P2 ` e6t -5 ,2 tr, P t r 1 it t70 = (o C. I"` r s��`TY' ' P-7 C. t V) k / - y4 " -f a .01CJ (L.,- 4-Pa, , `a- 2 te- A-- 77 (ta60 1 47 4r' t, 9 CL Ex - -' rm� Ali+ _ 6/ = o, `/ b fy, L— � \ l a ! / f ! Lt 7 ') ` 1licp p9t,_ ,,,. i�� . . WEST p ENGINEERS, Inc. JOB ?T7- QC gy ES 1 COAST ENGINEERS, I SHEET NO. G 4- OF / Structural and CivilEngineering CALCULATED BY 1G 1 DATE /�c r T/ Cr 1520 ParKer Way#G, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE )�IZ�By Web: www.wcoaet-eng.com SCALE - _-- , - - _ ,- - - .. - . : ,C ) - --a-01 a 1-2612 ,i : - rt,2 .% e-22,6 _ - j ' 2 , & 1,q01 1 1v 4, ? 1-2colcr - - 1 tad I (9o77( I &I.rt 1 PGO, i - 1�k - v (P�,b 5 ��6 af'P-t6 k E ( /LE /L d(u-- vJ t.- FF. \ 7 cerl4 }ems 11-'n, 2-7 !ft� F ut oaf' a ,,,,: .-' -___ dal- in/ I, [ I f�; — ..- - ' \1 i t- 9 3"--�.4�2.-� 0 U'tm., i h-t i-iJAc., ^ e _ .bui'✓r;w 1 �� �: .z� apP17 CEceFA -----'--------Al 3' '/6 i c`,.6(C( (6--fk 'am 15) = ,E 1 JOB 1'4-7 © &`` - WEST COAST ENGINEERS, Inc. SHEET NO. 6-) OF J Structural and Civil Engineering CALCULATED BY tG DATE .._- `/ lliOf 1520 Parker Way#G, Mount Vernon, WA 98273 Phone: (360)424-3404,Fax: (360)424-2063!• CHECKED BY DATE Web: www.wcoasteng.com SCq'E- -_- iy 1 . ,_ , — �� ; 5 K y _ ,, roc. F, izt--er /Air ' 5 7- ! �� Cam- CU ilk.?4 I/ I �f+/ .. 2 ', - -- (j e 5c, ,0 d c- 7g5iz�z� F 3_a 3 i If 1 I , T -7 ` ����yy 12�t E I ' . 5 ( Z�„ lot�5 s 1 rs c i3 ' K 1C IS wss-v Foie i J ( Ticrij Al n00 CABS C VI- L`�. U0/9 (S 7' "2004 4 -L-) c li, x '7,c, S tz0I2_scty 7o ,47.Ft 1__ ' ld_____ 10A Htti Ru, 6P1k, M P sr --- I a= bco( 7. _ 2"yG>y bk. JOB "' i'l✓\S / - WEST COAST ENGINEERS, Inc. SHEET NO. (-1 (0 OF Structural and Civil Engineering CALCULATED BY L DATE If )2.. / 0 1520 Parker Way#G, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE - — era_ :— A49 (L. , , C_c'i"7J 1i >' .? - = --� 01 N, Lii I( e c-f'v ; CiZ I '' �i: f l (zf 5 . (2�( t 7 ' 'el I o�- 'L I r7�2( . g u.c,' xi 2 ?Ai t \ rA f , 'it, k al } i ` (�a,i j kc 5 .30,L- (�t ------ Macsf Y k (� f. I e, ) L g -7 , r,7 L 61 *� W,47 erne- I, V C— • C- ci, I C L `:F v + Lff.2Zc 0 &S& it; W u 2 ( c 4- O.— )i.-A le CI 170 °r;`2!•Cr:- 1 S ti- - Off ' - L- / ate.— . West Coast Engineers, Inc. Invoice 1520 Parker Way Suite G Mount Vernon, WA 98273 Date Invoice# (360) 424-3404 12/29/2005 1865 Bill To Tom Allen P.O. Box 817 Anacortes, WA 98221 Terms Project Name Project Number Contract Type Contract Amt Through Date 9 ft Rock Ret. ... 247-05 Fixed Fee $350+ 1/16/06 Item Description Qty Rate Date Amount Principal Engineer Site Visit 0.75 75.00 1/4/2006 56.25 Principal Engineer Site Visit 0.75 75.00 1/10/2006 56.25 Principal Engineer Verifying as-built (re-calced two options), 2.5 75.00 1/12/2006 187.50 revised structural report. Principal Engineer Rock Retaining Wall Inspection Report 1.25 75.00 1/16/2006 93.75 Thank you for your business! Total $393.75 CITY OF ANACORTES BUIDLING DEPARTMENT RESIDENTIAL CHECKLIST • (This form is to be completed prior to issuing the building permit) • Site Address: 3 sl4 O Kt C) Date: bZ—afa-e) C---- Contact Person: t Or"-, P\ \s t— Phone No.: ? 3 r 5-41 Assessors No.: Lot: Block: Addition: 1 (Building Department Checklist for Completeness) OK NA OK NA O Fire Department Access r ❑ Fire Hydrant Located within 250 feet O Fire Flow Required C 0 Shoreline or Wetlands El Plan [ ❑ Covenant Approval ❑ Variance Required pi' ❑ Regulated Slopes O Plat Facts and Findings Compliance ❑ ❑ Survey in File ❑ ❑ Fill on Site Received and Reviewed by: Date: �--------- (Engineering Department Checklist for Completeness) OK NA OK NA ❑ ❑ Water Extension/Meter ❑ 0 Sewer Extension/Connection ❑ ❑ Street Improvements/Sidewalks 0 0 Site Drainage Plan ❑ ❑ Covenant Not to Oppose Future LID ❑ ❑ Latecomers Agreement ❑ ❑ Street Drainage 0 0 Driveway location, slope,culvert ❑ ❑ Storm Drain Extension i ' Received and Reviewed by: Date: (FURTHER COMMENTS' Zoning: Lot Size: --)/ no SF Coverage Allowed: ^ ) S � I '2 c Actual Coverage: sr--- • WEST COAST ENGINEERS, Inc. SHEET NO. OF Structural and C I vi I Engineering �; e CALCULATED BY -�__ -_ DATE„ .✓„' L',( _ _,it 1520 Parker Way AG, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY _ _ DATE_ Web: www.wcoasteng.com SCAI_=_ lk t r2 if co- �r iNEkL � Dt c'coz�� L =.5 2,7 ` OCT- . D = O,zio1it Ale- c p, �Z. 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In • high-strength bolted connections, such plate washers or continuous bars shall be not less than 5/16-in. thick and shall be of structural grade material, but need not be hardened. If hardened washers are required for use of high- strength bolts, the hardened washers shall be placed over the outer surface of the plate washer or bar. f. When A490 bolts over 1-in. dia. are used in slotted or oversize holes in ex- ternal plies, a single hardened washer conforming to ASTM F436, except with 5/te-in. minimum thickness, shall be used in lieu of the standard washer. A5 A5 3. Effective Bearing Area , The effective bearing area of bolts, threaded parts and rivets shall be the diam- A3 eter multiplied by the length in bearing, except that for countersunk bolts and Th rivets 1/z the depth of the countersink shall be deducted. ; 4. Allowable Tension and Shear , Allowable tension and shear stresses on bolts, threaded parts and rivets shall Th be as given in Table J3.2, in ksi of the nominal body area of rivets (before driv- t ing) or the unthreaded nominal body area of bolts and threaded parts other than upset rods (see footnote c, Table J3.2). High-strength bolts supporting ap- ' plied load by direct tension shall be so proportioned that their average tensile stress, computed on the basis of nominal bolt area and independent of any ini- A3 tial tightening force, will not exceed the appropriate stress given in Table J3.2. The applied load shall be the sum of the external load and any tension resulting A3 from prying action produced by deformation of the connected parts. A4 . When specified by the designer, the nominal slip resistance for connections having special faying surface conditions may be increased to the applicable vat- A4 1 ties in the RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts. as 6i Finger shims up to 1/4-in. may be introduced into slip-critical connections de- °7 ', 'i signed on the basis of standard holes without reducing the allowable shear a 11 stress of the fastener to that specified for slotted holes. du F Design for bolts, threaded parts and rivets subject to fatigue loading shall be in aC it , accordance with Appendix K4.3. h it F i 5. Combined Tension and Shear in Bearing-type Connections if 1 !i b i Bolts and rivets subject to combined shear and tension shall be so proportioned that the tension stress F,in ksi on the nominal body area A,, produced by forces nE ; applied to the connected parts, shall not exceed the values computed from the IF equations in Table J3.3, where f,,, the shear stress produced by the same forces, shall not exceed the value for shear given in Table J3.2. When allowable stresses are increased for wind or seismic loads in accordance with Sect. A5.2, ' the constants in the equations listed in Table J3.3 shall be increased by 1/3, but the coefficient applied to f shall not be increased. AMERICAN INSTITUTE OF STEEL CONSTRUCTION a •d E90O-11217-09E DNI `S2133NIDW3 1SeDa 1S31I etiS =OT 90 bZ ReiJ • 6. Combined Tension and Shear in Slip-critical Joints For A325 and A490 bolts used in slip-critical connections, the maximum shear stress allowed by Table J3.2 shall be multiplied by the reduction factor (1 — f,Ab/Tb), where f,is the average tensile stress due to a direct load applied to all of the bolts in a connection and Tb is the pretension load of the bolt specified in Table J3.7. When allowable stresses are increased for wind or seismic loads in accordance with the provisions of Sect. A5.2, the reduced allowable shear stress shall be increased by 1/2. 7. Allowable Bearing at Bolt Holes On the projected area of bolts and rivets in shear connections with the end dis- B. tance in the line of force not less than 11/2 d and the distance c. to c. of bolts not less than 3d: 1. In standard-or short-slotted holes with two or more bolts in the line of force, Fp = 1.2 F (13-1) where Fp = allowable bearing stress, ksi 2. In long-slotted holes with the axis of the slot perpendicular to the direc- tion of load and with two or more bolts in the line of force, Fp = 1.0 Ft, (J3-2) On the projected area of the bolt or rivet closest to the edge in standard or short-slotted holes with the edge distance less than 11/2d and in all connections with a single bolt in the line of force: Fp = LeF,,12d <_ 1.2 F (J3-3) TABLE J3.3 Allowable Tension Stress Ft for Fasteners in Bearing-type Connections Description of Threads Included in Threads Excluded Fasteners Shear Plane from Shear Plane g. A307 bolts 26 — 1.8f,. s 20 A325 bolts V(44)2 — 4.39f2 I(44)2 — 2.15f,2 A490 bolts V(54)2 — 3.75f,2 V(54)2 — 1.82f2 Threaded parts, A449 bolts 0.43F — 1.Bff s 0.33F14 0.43F — 1.4f <_ 0.33F over 11/2-in. dia. A502 Gr. 1 30 — 1.3f s 23 rivets rivets Gr. 2 38 — 1.3f s 29 A AMERICAN INSTITUTE OF STEEL CONSTRUCTION 6 •d E9Oa-472b-09E 3NI `SN33NI9W3 15E103 1S3P1 ebS :OI 90 V2 ReW • 1520 Parker Way, Suite #G Mount Vernon, WA 98273 • WEST COAST ENGINEERS, Inc. Telephone: (360) 424-3404 Structural and Civil Engineering Fax: (360) 424-2063 Web: www.wcoasteng.com May 12, 2006 City of Anacortes Building Department 904 6' Street Anacortes, WA 98221 RE: Tom Allen Single Family Residence at 3514A Oaks Ave., Anacortes, WA Shear Wall Holdown Retrofit Based on Mr. Allen's request, we inspected the PHD5 holdown anchor bolt retrofit that was installed at the west wall of the main floor. The anchor bolt was required to be retrofitted due to a short pony wall installation (alteration of the approved plans). The holdown anchor bolt(diameter 5/8" all thread rod)was installed with inclination from plumb line of approximately 13 degrees (a drilled hole to the existing concrete foundation wall was drilled in an angle of 2.5-inch horizontal and 11-inch vertical). It is OK to install the holdown anchor bolt with the bend if following conditions are met: • The bend occurs directly at the top of the concrete wall; • There is al least one#4 rebar at the top of the interior side of the concrete wall (between the all thread and the wall interior surface; • Anchor bolt adhesive attachment(Simpson SET) is installed strictly according to the manufacturer's recommendation. Please do not hesitate to contact us if you have any question regarding to this matter. Sincerely, P� 4. Ivan Kaliban, P.E. „: es,Principal Engineer ,�7 C� Attachment: sheet C1 (sketch and calcs) • cc: file Wan WM Or s/ Cam` 5- / 7 -040 ! r, . /I-4- -O G A<_-LeN JOB ./ES, T COAST ENGINEERS, Inc. S,IEE7 NO. 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