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Permit File 3516 Oakes Avenue
. ,2va ■ ■ 1 �0 Y 0, CITY OF ANACORTES WASHINGTON D N gCoc BUILDING DEPARTMENT 'I CERTIFICATE OF OCCUPANCY 1 This is to certify that the(Description of Building or Structure): 1 Sinole P m'61,a f?nc#Jloana Located At: 3516 Oakes Ave STREET&NUMBER a Owner:_ Tom Allen °q Constructed By: Trim A 1 1 an s OWNER OR CONTRACTOR Bldg. Permit#: P1.a_3np5_nQ1n 1 Date Issued: 01 /n9/nA i Occ. Group: ..3 Use Zone: k2 �% Has Been Inspected And Occupancy Is Hereby Authorized. This 2nd Day of March •2p 07 if AUTHORIZING OFFICIAL SEE REVERSE SIDE FOR SPECIAL REQUIREMENTS. ii r ,p • Public V V orks Engineering and Development Services Residential Inspection Address: 5/ OgIces A✓,e Date: 1a_ g -06 Owner l�m A )ien Contractor: Inspected by: J 1. Water Meter Box ❑ Set firm and level to finished grade or backside of sidewalk elevation. ❑ Lid and box undamaged. ❑ Water meter and customer shutoff installed. ❑ No debris. ❑ Accessible—no landscape obstruction. ❑ Driveway installation has drive-over box and lid. ❑ Customer gate valve intact. ❑ No leaks at connections. 2. Curb and Gutter ❑ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. if road frontage improvements: ❑ Expansion joints every 15 feet and at driveways. ❑ Concrete has broom finish. ❑ No low spot at curb line, especially at driveway cut. Maximum grade change in 20 feet is V.inch_ 3. Sidewalk ❑ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. ❑ ADA compliant— 1 percent slope to curb. If road frontage improvements: ❑ Expansion joints every 15 feet and at driveways. ❑ Concrete has broom finish - 4. Driveway Approaches ❑ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. El ADA compliant. 5. Streets - ❑ No cracks,blemishes. If road or alley improvements: ❑ Received proctor and sieve analysis of ballast, crushed rock, and asphalt. n n Received passing materials testing reports for sub-grade, ballast, crushed rock, and asphalt. ❑ Received tonnage tickets consistent with required thickness per approved plans. 6. Sanitary Sewer ❑ Inspection card signed off and/or verified in Building Department database. ❑ As-built record filed in the address file. ❑ Screw cap(s) installed on clean-out(s)_ ❑ Clean-out(s) set at finished grade. 7. Storm Drainage ❑ Inspection card signed off and/or verified in Building Department database. ❑ As-built record filed in address file. ❑ Not blocked or diverted to adjacent parcel. 8. Public Utilities Out of Traveled Way ❑ Concrete collars around City utilities. ❑ Final grading ok. ❑ Restored to prior condition or better. 9. Landscape ❑ Bonded for completion at later date. Verified against approved landscape plan: ❑ Installation. ❑ Type and quantity of plants. ❑ Sod or seed in place. ❑- Root barrier(receipt filed). 10. Erosion Control Measures - ❑ BMPs removed. ❑ All debris removed. Site dean. ❑ Permanent vegetation established. d o,3.. I Final Inspection Checklist 3 � Site Address: . 4 / ( On (` e r A it( Permit No.: Q t -- U 1/ 0 Date Issued: / /3/0 c Zoning:�( R 2 Occ. Group: t\ 17 Constr. Type: /I Owners Name: j 0 "xi // , id Owners Mailing Address: State: Zip: Variances: No Yes Safety Glass: No Yes L/ i` Sewer Fee Paid: No Yes Hand Rails: No - Yes J/ Sewer Inspected: No Yes Guard Rails: No \*- Yesj WSEC Compliance: No Yes Traps: No Yes r/ \ , z15 ✓' Attic Access: No Yes Wood-St No Yes Smoke Detectors: No Yes v Water Pressure: No Yes__ j T&P Drains: No Yes /7---- House Numbers: No Yes v / Insulation Cert.: No Yes v Site Drainage: No Yes p/ Curb Cut: f la/ No Yes • Crawlspace InsuL: No Yes L- Bedroom Windows: No Yes \ Water Heater Strp: No Yes IX rter: No es - -- D.W. Air Gap: No Yes C- Water Meter Box: No Yes Auto Garage Door: No Yes (1' Exterior Decks/Landings: No' Yes / • Outside Caulking: No Yes Garage/House Door: AINi` Yes / Inspected By: &n / C No Yes Date: G P/1 / �—( F./0K Exh. Duct/Dryer Vent Dampers: No~ Yes 1 °K 3/2/0 7 ex intrcd r 3 o7 ., ..,J" .�... . .:.. . .-.... ,q,.^.\r ...... .r•x.. ...: ..�v..x..�u!�: .:F...vrr•x.:...�. iv .sA.' 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I 1 n•........... ..:^", en`_ , uq.,,,,,^ G.....ne•. _ •nn'.,m..... x.�....ynu- -. .=n=N.«:.',^ _ ......,avu•: �� ..ur.,.,,,,r ...,.n �::r, r,.w,. ...«J mr._=n:'/_ 5....- ., w, mr..a:.. -• �+..,_ -.w = :r r rc a L.„:^: _"4u - .:.r _�, _ Ei; . . �� :..teu,"t;T- - �✓ mr,;.., V, ..m_, � .-mia_.1�,. � M....,wya=.-,a=-- :'w;; = - ._ n w.,r(,-�'{En:: "?.a.nr nplc"i"_�/ ._,;ti ir�v� ._F _ Va �".rm:-_a<.'.. �u — _ o,.= F.^, �-.rc :--._.._E'1^.�r: -a o�.-tnFl:+.:.,. ,.y _ ,.�::,� fe'.::::i ytt �c rl� �_.... � u x � �4 J 'V / W k Y 4 a ✓ \C a .. (mom. iltli x< THIS IS TO CERTIFY THAT THIS HOME C�NS1 RUCTED IIY lie rilirA ~5a`% ps�caa,sika 4,4 $�s$C 'o PROFESSIONAL S0q Jj�i�=y� "a el tkn Gth �0n IGueuty 1 :y/�,. ree-.�/d,;, INTEGRITY'o it' RAT insulation �'s Cr ETgaciin EMBED »> - Z r siis. � a/`r HAHAS BEEN INSULATED WITH MATERIALS LISTED HEREIN MEETING STANDARDS OF STATE,FEDERAL AND t� MANUFACTURERS SPECIFICATIONS. _ :, ligps, CI GALE INSULATION GUARANTEES THE INSTALLATION AND WORKMANSHIP OF THESE INSULATION q rt{:}„ PRODUCTS FOR THREE(3)YEARS. THE THERMAL AND ACOUSTICAL PERFORMANCE OF THE PRODUCTS € "` ARE WARRANTEED BY THE MANUFACTURER. '.'�£" gyp.. . `r= eca �' R-value thickness •',,p �: ig _ \� kraft unlaced foil FS-25 loose fill "=::T- f_kq t:. . Ceilings ❑ X ❑ ❑ ❑ltwif R-38 '` iill, tit Jx'cwecr, I�- I q �ibezc�\ass Za6 E Floors ❑ X ❑ ❑ ❑ 4 Eel-L tit A �] �G f+f ES„a Walls ❑ ❑ ❑ ❑ �� L.� 5 ,6 f k 35 16 Oaf, Ave,, P�t�c coc (N Olt �° STREET ADDRESS CITY STATE ZIP v^r''ems' `I Signed �a5C VI k\a / --)a'R t('oc co Oroven q . INSTALLER �% 'k, '£ Gok CO(Aa coc Suety iCej TO 'BOX 125 - flbrg5 1 I : \ i avZ lf ir,Gri ...x COMPANY Oa M..,PAN Y .y..oa.....:."... .. n , n , V t ;e _ . I- W. y ♦ \ _ t� - � :w _ e - ; .e ��.: = F 'r �? ' =i l� ; u, m •ii qma in '� ll o A iY °a � A irV L u =n e A . am . A ^. y . ,�n . E. ..v n.F nPv/IpA�•n xa+p. µ• n n0v/l:. uw r,... nvi •:Trea.-m••ni nl\wllu Mxwg. ^ • u. av/Iua •.:13 '- i.'. p�l •' ::•=�yv x � tt.� VI: '{tWli �•. .v.... ..... . n/ :::...:.A"L.....4 :y lI u....n. . .:....• r..\O\H/..,A4n..n.m..... ..on.g.:-c .FnDtli\4 -.�:.no,-:.x:.vn..:...n q�yxOnrv�. n.rvi...xx•,..::'...:•.. . irpO♦0p:;: Cf :' i' \rrnP:iv Ypd ,7 A C ; Anacortes Planning & Community Development Dept. 41�Y�� Permit Center v P.O.Box 547,Anacortes,WA 98221-0547 _ PH(360)293-1901 °eoe'� Ian Munce, Director • Edwin Frank,Building Official FAX(360)293-1938 February 2, 2007 Mr. Tom Allen 3516 Oakes Avenue Anacortes, WA 98221 RE: 3516 Oakes Avenue Temporary Certificate of Occupancy Expiration Dear Mr. Allen: This letter is to remind you that the"Temporary Certificate of Occupancy" for the above referenced address expired on January 3, 2007. Please call to schedule a reinspection on the attached corrections that were to be made to this address so that a final Certificate of Occupancy may be issued. If you have any questions, please do not hesitate to contact me at 293-1901. • Sincerely, CITY OF ANACORTES Paul Ingalls Building Inspector DM:11 CITY OF ANACORTES "AS-BUILT" Sewer (� Storm 1J*TRACTOR: 4C ��v&of AaT �_ i PLAT/DIVISION: 46AT PAt4 pit /11)DITno6J BLOCK '- 42i1/19 hrotrh- "- \� LOT ADDRESS: 351(p OWES / `V 'L er $ - P 3/ 71 DATE: l - /,/'1`o k { • (''� Irk O 1 I' = ; I PERMIT# " ! /0 SCALE A STREET CQ.� — _ _ s •., -, ..__-kr.N.Snn, -i-vR'?l ' � a S ,; ag � _ - 1 _ - qX Tips > - - — S SiW J __ . co ✓, i- -{lee r - - -'- I- . - - L 1 - 1 H . _ L - -LOCATE STREET(S)ON G• I Amp 1 AT THE SOUTHWEST CORNER OF THE EAST HALF OF LOT 8, BLOCK 1001, NORTHERN PACIFIC ADDITION TO ANACORTES, ACCORDING TO THE PLAT THEREOF IN VOLUME 2 OF PLATS, PAGE 9, RECORDS OF SKAGIT COUNTY, WASHINGTON; RTH 2017'36" WEST ALONG THE WEST LINE OF SAID THE EAST HALF OF LOT 8 AND SAID WEST LINE EXTENDED A DISTANCE OF 261.65 FEET TO A POINT 15 , VT SOUTHEASTERLY. MEASURED AT RIGHT ANGLES FROM THE CENTER LINE OF THE RAILWAY OF SAID GREAT NORTHERN RAILWAY COMPANY, AS NOW LOCATED RUCTED; RTH 79'48'36" EAST, PARALLEL WITH SAID CENTERLINE AND 15 FEET DISTANT THEREFROM, A DISTANCE OF 55.86 FEET; JTH 2017'36" EAST A DISTANCE OF 72.17 FEET; RTH 89'00'00" EAST A DISTANCE OF 15.89 FEET; JTH 2017'36" EAST A DISTANCE OF 78,43 FEET; JTH 69'42'24" WEST A DISTANCE OF 59.98 FEET; JTH 2017'36" EAST A DISTANCE OF 73.64 FEET; JTH 62'06'13" EAST A DISTANCE OF 30.00 FEET; JTH 69'42'24" WEST A DISTANCE OF 30.00 FEET TO THE POINT OF BEGINNING. MITU AM A rrrcc ANn I nil(TIES EASEMENT OVER, UNDER AND THROUGH LOT B TO BENEFIT LOT A AND ORIGINAL LOTS 8.9 AND 10 DESCRIBED AS FOLLOW _... ._.. +7ak y Y 0,, CITY OF ANACORTES WASHINGTON gCOA�W BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY This is to certify that the(Description of Building or Structure): Single Family Residence Located At: 3516 Oakes View Lane STREET B NUMBER Owner: Lang Brothers Home Constructed By: Owner OWNER OR CONTRACTOR Bldg. Permit#: BLD-2004-0157 Date Issued: February 18, 2005 Occ. Group: R3 Use Zone: R2 Has Been Inspected And Occupancy Is Hereby Authorized. This 31st Day of March 20 06 (9a4, AUTHIJdSFF � SEE REVERSE SIDE FOR SPECIAL REQUIREMENTS. ■ MIMMIMMin 0600304-1 0001 01/03/2006 002 8 Permit Fees 006515 $9,771.75 0�' X 4 .. City of Anacortes Permit#: BLD-2005-0910 904 6th Street Issue date: 01/03/2005 %)'�"" P.O.Box 547 ; Anacortes, WA 98221-0547 Expire date: 01/03/2007 `' F (360) 293-1901 Job Address: 3516 OAKES AVE Permit Type: Single Family Residence Permit ANACORTES WA 98221-1284 Project: APN: 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 763.00 Basement Square Footage 1790 Plan Review Fee 395.95 Lot Area 11238 Mechanical Permit Fees 125.30 1st Floor Square Footage 1790 Plumbing Permit Fee 146.00 Garage Square Footage 495 State Building Code Fee 4.50 Deck Square Footage 400 Sewer Inspection Fee 50.00 Building Valuation 231175 Storm Drain GFC-Residential 1,126.00 # Forced Air Furnace<=1,000 1 Sewer GFC-Residential 5,646.00 #of Bathtubs 2 Park Impact Fee 615.00 #of Clothes Dryers 1 Traffic Impact Fee 900.00 #of Clothes Washers 1 Total Calculated: 9,871.75 #of Dishwashers 1 Deposits/Receipts: 100.00 #of Gas Fireplace 2 #of Gas Piping 1 Total Due: 9,771.75 #of Gas Water Heaters 1 #of Water Piping 1 ' #of Hose Bibbs 2 ' #of Kitchen Sinks 1 #of Lavatories 4 1 #of Range Hoods 1 #of Showers 3 #of Ventilation Fans 4 #of Water Closets 3 i 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 CERTIF THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS 0' •WS AN D •'n ANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE 5iR'•NTIt'G Or T DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE L. r L •W -ii 'S G CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. / ��� SiA ."E OF OWNER OR AUTHORIZED AGENT ISSUEDIF .1 } s •� S r.c�Pt � . �, ry't s F .I S ifAu� t "X a .�n}Yait K,1 t yg}"i' "7k„j-t >j rx ,SY Sh a?-•,�Ydt'Y m �„4 ka�, +1�'4 a Yi�a i3 � �i� � � -�':,,;6 >a / Site Address: 3 r/( , Oftk.E.S 4 1/E. Parcel No.: P3/ 7/r Lot: rii Block: � Div: Addition:/ilb/(,Th}p2AI At Inc Apo 7b) -. �s � l '�° Name Name Name ,... Tm 41-1.-=n) / izge'Y Lova) 3134NIC W 1.2 Due (PnlsT2 c(cTloN Mailing Address Mailing Address Mailing Address Pu, 13ox 817 /8Cn 82,vb. 19.( rEggy DervE City: State: Zip: City: State: Zip: City: State: Zip: AN/4co2TCs,M¢. 98 ) Ratit06--rwN ,k'4• 98a33 Ciusoue-, 1W*. 98,23q �'1p2 t-�H / / Contractor Lie.No.:WJ1QUCCCp6/NF Phone No.: 42 cl — J' TJ / Phone No.:.36 0 -7S 35L1� Phone-No.:667.—/990 E4p Date: -/NO G Contact Person:_0/7) s4L E H Phone No.: SW-�`3 -7IJ 9 'lE'�t'�.,1.t: ,'',yi;s: ''fi#':5 �:*:w drt;r�r., -.',�+.,, !�w3;.,.�;., vA". :&m 1;., ..x.,,.. na'� - �';ur;.r '3,"•,ri.}.v`,#,,;�rt�.,.yaw. t'.c�;, y;a ,;,ev.... -f,•.s a,.<;JLLV„..�:'t�MS�.�i.�Y �� � �-4':..Fr"Aua'hIM' (Check One) Single Family:X Multi-Family:_ Apartment: Condominium: Senior Housing: Retail: Office: Restaurant: Manufacturing: Storage:_Bank:_Assembly:_Accessory: Automotive Repair: Other(Specify) DESCRIPTION OF WORK: CoNtgucj SI The 'D U)G.T-, /, 000h F AmK , S//VGLE Fntn LY f-IoucG Win!- G-A-4 %-E / Ml M.:T.'A .�9le�k".�i-.d pv.;Yqr� f." d iY N•„ "r, M1yI,`'„ �q .O, + .Nr'S'D'"!''.iV /t� '�,,',l.':x,'.,r. 1';:1W'i. '1.v S1�'�M:J ii.;z:y..4d:,Wda2rw,'i:�YY,r'#.lh'3 "MFaof'pr ki i"WmS �._�,..., 5��.��..�7.'f�...',;:':i. :. Street Setback: 620 ft. 2"d Floor: &' sf. (Circle YorN) u 1"Side Setback: s ft. 3rd Floor: $ sf. Shoreline/Wetlands Y 17 c.n CJ Side Setback:ak: (D ft. Occ.Group: Water on/Adj. To Property _a Rear Setback: (� ft. Occ.Group: y� Soils Report N '' ��' Use Zone: Carport Area: sf. Sensitive Area R•T '_ Type of Construction: WooD Garage Area: sf.i Latecomers Agreement ryv� Lot Area: ' A,38 sf. No. of Stories: A7,'7 Fire Hydrant(250 Feet) N n No. of Dwellings: I Building Height: ( 4 Variance y Lot Coverage: aj p,3% Deck Area: sf Covenant 1"Floor /7Q0 sf 170/DS0 14..bb t Flood Zone X A AE VE :! 'c Q �j cAt�nj Project Valuation(Labor and Material Cost): 3J�0car erOC "tom € is? Cs a (3/ THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF CHAPTER 15.04 ANACORTES MUNICIPAL CODE,AND SHALL EXPIRE t•; BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY I{ CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER. ALL PROVISIONS OF LAWS AND ORD ES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT,INCL ING CALLS FOR INSPECTIONS. III[ SIGNATURE: / DATE: 013 (1) V),\ ( 5- tAI0 oS - vas ( --- - Lor e NG AT THE SOUTHWEST CORNER OF THE EAST HALF OF LOT 8, 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 WEST LINE OF SAID THE EAST HALF OF LOT 8 AND SAID WEST LINE EXTENDED A DISTANCE OF 261.65 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 NORTH 79'48'36" EAST, PARALLEL WITH SAID CENTERLINE AND 15 FEET DISTANT THEREFROM, A DISTANCE OF 55.86 FEET; THENCE SOUTH 2017'36" EAST A DISTANCE OF 72.17 FEET; THENCE NORTH 89'00'00" EAST A DISTANCE OF 15.89 FEET; THENCE SOUTH 2017'36" 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 SOUTH 69'42'24" WEST A DISTANCE OF 30.00 FEET TO THE POINT OF BEGINNING. TOGETHER WITH AN ACCESS AND UTILITIES EASEMENT OVER, UNDER AND THROUGH LOT B TO BENEFIT LOT A AND ORIGINAL LOTS 8,9 AND 10 DESCRIBED AS FOLLOWS: BEGINING AT THE SOUTHWEST CORNER OF THE EAST HALF OF LOT 8, 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 69'42'24" EAST ALONG THE NORTH LINE OF OAKES AVENUE A DISTANCE OF 30.00; THENCE NORTH 62'06'13" WEST A DISTANCE OF 30.00 FEET; THENCE NORTH 2017'36" WEST A DISTANCE OF 9.02 FEET; THENCE NORTH 81'04'44"WEST A DISTANCE OF 5.73 FEET; THENCE NORTH 20'17'36" WEST A DISTANCE OF 80.03 FEET; THENCE SOUTH 69'42'24" WEST A DISTANCE OF 5.00 FEET TO THE WEST LINE OF THE EAST HALF OF SAID LOT 8; THENCE SOUTH 2017'36" EAST A DISTANCE OF 114.20 FEET ALONG SAID WEST LINE TO THE POINT OF BEGINNING. .,. '%ll". 'i� ,1.rir F. H .:.to:wn U�' YS YI M+,., Y �' "I ...v ,,,,,'.v'5 .1 M 1, 4 :r rtry i`�• l Y • 5: ✓iy5 Il i '5:, III 1.;•S.SSL,. R•}A.t ✓ nu 1. vi�I �Y 'i`' Y4 ^„Y. 4.9. S' .• Site Address: 3576 Qcvi t 1 SIC Parcel No.: ( J ( j (`�•-•—• Lot(s) 3 Block: & I 7 Addition: / tLflh ii v1770$) �y (j Contact Person: �)yJ 4�-�i1/ Phone: 360 -; 3-77s l 4' f -v"" -•rrdr' :"s 3n,^'-'4P.r S,Sx.Bi:"It ,tce ":u' N.t,fd"j ad^'$:'.:r,:lntllrr` u.4:,; .,F.b4r.�',a.vs.r�t C.'a ,.5<i `1.:: K:Ir':.=ryya„ ,ny,,„„„. ,�s,€k; .,i,8"si r. *�. .,.rl, ,iii:;:. ,d ,,::irn.,:arc ..,;�t.5 „t_, ,- ';t,i" ..,,„.., `�;.i` ,.t'ra,, _, �=:.�. ,fit y at�I -. � ; :,°r L3;�xF:.q,,.1�F:� .. -;�:i�l,,,,.,r'o -xr:.G�-'.I+:E? '_._�;�. .�e„��I,�� ,.,,n.: i:�,on�i��C, .. ., ^: ..,..r,d€.-.;a ,t < R .. Name: � r. .,.;. �[ s .:,' :'.,',r , g ly. Name. p/n fitt(d/V : J 0HAMONp//I /L/u^///[/UM//V-�y— Mailing Address: Po 130K ell' Mailing Address- / /0 7$ /-kei('cs-mom eon..b Cir vgocTES �SState:2[/_Zip: `8 I City:�O(,�M— L/LKIVaJState.1/V�4 Zip:eoR ` Phone No ' c2 9. — r tS7 Phone No.:_3 0 —929—80SO t ivrfsi , . I , " ICi c ` No.: Type of Fixture No.: Type of Fixture 3 Water Closet 1.5 GPF Air Cond Unit HP 9_ Bathtub Refrigeration Una HP / Shower 2 5 GPM Boiler BTU/HP 3 I Dishwasher 2 5 GPM I Forced Air System BTU ?Di 000 .{(.. 1 Lavatory 2 5 GPM Floor Furnace _ / Kitchen Sink 2.5 GPNI Wall Heater / Clothes Washer I Clothes Dryer l Urinal l 0 GPM IF Ventilation Fan Drinking Fountain / Range Hood Floor Sink or Drain A Pre-Mani Stove or Fireplace / Water Piping 2- Gas Fireplace Hose Bibs / Gas Water Heater l IBack Flow Prevention Device Gas Piping 1 iOther(Describe) ! 4e/ f(fJk� Other (Describe) THUS APPLICATION IS RECIVED B!Y THE BUILDING DEPARTMENTI UNDER THE PROVISIONS OF THE UNWORN PLUMBING AND MECHANICAL CODES AND SHALL EXPIRE BY LtNIITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN I80 DAYS OF THIS APPLICATION BY AFFDGNG MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF HE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIIZED AGENT OF THE OWNER. ALL PROVISIONS 0I•'LAWS AND GOVERN GOVER TYPE OF W•RIC WILL BE COMPLETED WITH,WHETHER SPECIFIED HEREIN OR NOT,INCLUDING CALLS FOR IN P ECTION SIGNATURE 1// DATE / r ;'# CITY OF ANACORTES ! '" 4F PERMIT CENTER tQ .• ,; :.0 904 6TH Street- P.O. Box 547 ,_-,Q y`••t .�.. Anacortes,WA 98221 .. `zy',x '# ' 360-293-1901 Single Family/Multi-Family Permit Checklist for Submittal Plans which do not contain thefollowing minimum information will not be accepted fo plan check. ' Project Address: L '©A KES / 1 c•• Date of Application: rll�3 Q 4- Name of Owner: ! V/�{� 4T(—��T� Assessors Parcel No.: `� I If �/ Ina") Mailing Address: at?, ..� ,J 'y-�8�17 (��� Lot: P Block: 61 CI Addition: N• R /4S12 i """- City/State/Zip: 1'y 4Col�I 7� f �� • ql�� 1 Description of Work: C ow.STNuucr i5/'1�/£//( T Daytime Phone No.: p29V -t717.C� IysF, s• F /+otl((- w/7,Ele 'E Please place check marks by completed items,and cross out those that do not apply. 0 [] Two Full sets of Plans [1 [] FLOOR FRAMING (Max.size 24x36) , [] [] Complete Application Form 1] [1 Fire Resistive Construction where Required • [] [1 Provide Floor Plan for County [1 [] Joist Size,Spacing,Grade&Species [] 0 Headers,Doubled Joists,Blocking,etc. [] [] SITE PLAN(8 1/2 xll or 11x17) p [1 Floor Sheathing&Underlayment [] [] Any Conditions That May Impose Heavy Loads [] [] Setbacks [] [] Insulation to be Installed [l 0 North Arrow 0 0 Lot Elevations [3 [] ROOF FRAMING [] 0 Lot Coverage [] [] Lot Size [] [] Layout of Trusses&Bearing Points,Show Hips, [] [] Property Lines(Recorded Survey) Valleys&Ridges &Insulation [] [] Easements,Streets, Alleys [1 [1 Ceiling Joist Size,Spacing,Span Species&Grade [1 [] Location of Utilities [] j] Insulation [] [] Erosion Control,Small Parcel [l [] Ceiling Finish Material Storm Water Plan [] [] Rafter Size,Spacing,Span,Species&Grade a [] Location,Size,Etc.,of Beams or Purlins 0 0 FLOOR PLANS [] [] Indicate Scale of Drawing 0 [1 Provide Dimensions All Roof Systems [1 [] Size/Locations of Doors&Windows [] [] Attic Ventilation(low&height) 0 [] Label rooms&Spaces 0 [1 Indicate if Attic Will Be Used For Storage 0 [] Indicate New Construction From Existing [I [] Show Attic Access 0 [] Show Decks,Patios&Landings [] 0 Show Smoke Detector Locations Roofing ! [] [] Show Attic Access(s) El [l Sheathing Type&Thickness El El Show Mechanical Equipment Locations [] [] Roofing Type&Weight(provide attachment [] [] Indicate Bearing Walls schedule if tile or metal) [] [] Indicate Shear Walls 0 [l Underlayment 11 [] Indicate All Header&Beam Sizes, Species&Grade 0 [] Show All Plumbing Fixtures Including Deck Detail Floor Drains [] 0 Guardrail,Spacing&Height U [] Joist Size,Spacing&Species 0 0 Types of Connectors,Post to Beam,Joist Hangers Type of Decking Material Mechanical Elevations 0 [] Exhaust Fans;CFM&Sone Ratings 0 0 Show All Exterior Elevations Including 0 0 Location&Size of Heating Appliances &Proposed Finished Grades from Property Line 0 0 Dryers to Property Line 0 0 Cooking&Other Appliances 0 I] Show a Section Through the Lot at the Driveway 0 [] Range Exhaust Hood (to begin at the street paving or curb) Stair Detail [] [] Location,Width&Headroom 0 [] Size of Materials&Species i [] [] Rise&Run [] 0 Handrail Type&Height Energy Code Compliance 0 0 Residential/Non-Residential Energy Code Forms [] [] Energy CodeeCC (truction Details 1 Applicant's Signature: �✓f/l�L L. Date: Ir /�',3��1 Received By: Date: 1 Updated February 7,2005 2 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. XA. 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 3 bedrooms—90 CFM X4 bedrooms—105 CFM For other options contact the Planning&Permit Center. B. Fresh air will be circulated by the central forced air furnace 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 li 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���� �!Ott [I.Z.0• ( ` bolo „L, Total area of windows,skylights and patio doors: 7 6'W. sq.ft. Fj` Total heated area: 3 Se sq.ft. Total window area divided by total heated area=glazing �• / Updated August 24,2004 Page 1 of 2 • City of Anacortes Public Works Department\Suilding Department Small Parcel Storrn Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: Owner: (Name, Address and Phone) I� Site Address: rin Parcel ID Number 317 Sec. 23 Twn Rng IC,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. sTvttm Went POW 'Rani 111 gY Stfrf ?S - riuGov Sa /V-- mtfo co/niatn) D €cri/6-- ,2o4O c9w r_6tc`rlolt) ` ll�3l r B(SF-03) Anacortes Planning & Community Development Dept. Permit Center •* P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Ian Munce,Director • Edwin Frank,Building Official FAX(360)293-1938 January 14, 2005 Mr. Tom Allen P.O. Box 817 Anacortes, WA 98221 RE: 3508 Oakes Avenue Stairs Dear Mr. Allen, To follow up on our recent conversation, the building permit application submitted for stair construction on the bank at 3508 Oakes Avenue cannot be issued until such time as a permit has been issued for construction of a single-family residence on site. As we discussed you may apply for a shorelines permit to construct the stairs prior to the construction of the single-family residence. The proposal, which includes driven piles, is an adequate design allowing for permit issuance at a later date. For your convenience we have included the drawings with this letter for resubmittal at a later date along with the construction application for a single-family residence. If you have any questions, please contact me. Thank You, CITY OF ANACORTES Q-11 Mzcks l"`tt b5 fro Don Measamer Senior Plans Examiner DM:md CITY OF ANACORTES BUIDLING DEPARTMENT RESIDENTIAL CHECKLIST (This form is to be completed prior to issuing the building permit) Site Address: i-S-6^,,>c ( \ Date: t��''�� Contact Person: + V ' \ ISL./`:\ PhoneNo.: �3®")) S`'f Assessors No.: Lot: Block: Addition: (Building Department Checklist for Completeness) OK NA OK NA O Fire Department Access El Fire Hydrant Located within 250 feet O Fire Flow Required 0 Shoreline or Wetlands El Site Plan ❑ Covenant Approval O Variance Required 0 Regulated Slopes Plat Facts and FindingsCompliance ❑ om D p ❑ Survey in File ❑ Fill on Site Received and Reviewed by. Date: I? "frff"® (Engineering Department Checklist for Completeness) OK NA OK NA ❑ 0 Water Extension/Meter ❑ 0 Sewer Extension/Connection ❑ ❑ Street Improvements/Sidewalks ❑ 0 Site Drainage Plan ❑ ❑ Covenant Not to Oppose Future LID 0 0 Latecomers Agreement ❑ ❑ Street Drainage 0 ❑ Driveway location, slope, culvert ❑ 0 Storm Drain Extension 4 Received and Reviewed by: Date: FURTHER COMMENTS Zoning: 4 Z Lot Size: If 6)-3 r i, Coverage Allowed: 3it c3'q 5.r. 'l_ Actual Coverage: ten �� ��` �� � I-137-4 r James B. Scott, P.E. GEOTECHNICAL CONSULTANT 360-293-6044 FAX 360-293-6044 Email-geoscott26na comcast.net 3. B. SCOTT & ASSOCIATES An Engineering Corporation 3601 West 5rh Street Anacortes,WA 98221 October 31, 2005 Project File 04-1167A Mr. Tom Allen 11:1111111 P. O. Box 817 Anacortes, WA 98221 RE: Addendum to Project Report 04-1167 in regard to special foundation conditions for proposed structure. Dear Mr. Allen: At your request this addendum is bring written in regard to placement of Shear Blocks and what depths these shear blocks will be placed. As already stated in Project File Report 04-1167, dated 10/12/04, in order to allow for the indicated setback of 20 feet along with the Coastal Zone Atlas classification of the bluff slope by being Unstable a special design was indicated in that report. I had called for placement of a shear block along the entire upslope portion of the foundation. Now since that foundation will not be a continuous, and using the map that you supplied, as shown as Figure 1, the shear block sites to allow for the changed design are shown. Notes:1—Figure 1 is a reduction of a map prepared by Tom Allen 2—Cross bars show location of shear block portions of foundation want 9M / rr�{rrlrli, I4 Scale: 1"=20' FIGURE 1 —PLAN VIEW OF PROPOSED STRUCTURE AND SHEAR BLOCK ZONES • In the report written last year, I called for the shear block portion of the foundation to be placed 2 feet lower than the other sections of the foundation. Now, since this parallel block or foundation will not be continuous, the shear block sites will be as shown in Figure 1. Also, as stated, the shear blocks will be placed 4 feet deep or lower than the adjacent footings. Of course, while it was only assumed before, I wish point to out that the shear blocks will have vertical rebar's extending for the full depth of the block and that rebar will be tied into horizontal rebar. As for the spacing and thickness of the rebar, that will be up the structural engineer. Sincerely, James B. Scott, P.E. $S B. se of wns9 0 ti��tic� yam '(: ' oG k� G~�ss G'ONAL * EXPIRES 74-/0 Mar 16 06 11 : 19a Kalil L MAR-13-2806 10:26 a nc WA. INSULATION 1360) 679-3478 . P. 2 i-fr.iod/idd 1 INSULATION CERTIFICATE _ . : . L... C . , . . . . .. .. . ... 3SNO CA/60 1/4/4-...) „sentiir. ‘railress of Propelly. .. .7_ . !County lab No. • — f _ .,..... .... EXTERIOR WALLS ' .,_...,0__,_._ I 7-yEe of Material FIBER-GLASS Manufacturer: (KW —Thickness. : Co R Valuer -r(- --, CEILING BATTS 1 .FType of Material l FIBERGLASS Manufacture-rt EN/1 Thickness: -/2-4- Tht-'sialiel.--......3e --2/7.-- ---"i-4_-___,.....--"- If Y61orniateriai FIBERGLASS Manufacturer I ?KW Thickness: 70 Tit VaTUe:'.11 - ..:....X..) -1- t -- - .- ,- I CEILING BLOW — _____.-nr_-_.. .. i -hype of Material I FIBERGLASS BLOW Manufacturer:1 KNAUF. Thickness: /2 ' R Value: -r.se f I I .. . ev-- t§—cinrciverecT ----. -4 7:-I 4 t--No.of Bags Wt./Bag_ . . . . I I.- i—E-.____. 1 ._ _ l' I 1_, ... WASHINGTON INSULATION 1 1 ... t1i 1. L. .. ' 1 " " I CERTIFY UNDER THE PENALTY OF PERJURY UNDER THE LAWS OF THE STATE OF THAT THE FOREGOING IS TRUE ANC/CORRECT ' , - i General Contractor gdder ,,A, .a. _ a • Contractors Rej. Numbef:IWASHli.851 CS Lfl:flJzI ad I - I . --1 • 1 i Licensed ArchifeCt/Eniheer:U,lla.t e a.n d.—Pl a.ce . ,fr--' . -• N - •-,ff -i11r -- --3 ' 111 "s.a ._ .z."----7------ ---- -------- -- - -- -J— ,I • _ _ . .._ . _.; i N 1 —. . • -----"--`"---- TOTAL P.02 r I ) i 1 1 Mar 16 06 11 : 19a Kelli Lang 1360] 679-3478 p. 1 LAND ]BROTHERS HOMES INC. 13934 SEAVIEW WAY,ANACORTES,WA 98221 FAX COVER SHEET PHONE: 360-299-0930 FAX: 360-293-2943 DATE: 3 II 4 (0 41 To: W OA , L , I ,_/I ,, RE: 351 (P Oakes V Ie ) A J'� /fin4 Use `5 FROM: • lAri 30' .r� . / 6,f4 ` .20„33 110171 cPore- , £R011o,+ (ice w rt nrC� "fa.17' _ itre I---/01-rt �v�' SOIL\( �Scll�����e°7P�'id7 S. •' (?ECic , ` � i. il.i... DEC (BENCIf/Yf D 4 10,17 X CC,6) }� �w C 2Nex. & 6t+ 7�;.7' II I Nl1lSE cCE (roR11i6>2 ‘4116F 73 6 11/F CoRN.E,( GA � 70.01 �Cl mitg.c> �1Vs iDE CoiVJt &IVZA E 719, 6 ' ig IL /v5 CotWER ffaruE 66,4 ' T3TaRt1 1 SLJ Ca-Met -j9tSE 71-S' TPa 144 70,f) la . r Lm0$ 7.i63tbw em0a) -3 4-4'Orr _\ DrZl���ItY �J' - J![ 7/. - - -®-'far. - cf '! 1/ A ---- - - • ' A / t IT DO' ' . , ;;'" 6 - , ' - -,73 Aor Ii11?57V l?.lal / ,, - il4 o Du,Lp/1& FoorMMi/4T //r )( t - • :REVATIONs - Exis rig6/ l : ,/ , - \ :0.icx- 23 -sin ( 3evchivt )iii Po ' ' ' " st4) b&�6F Co&tER 091 Bm - " " lo sz - n GE- W r 0 ,r . , b N�.: :"GkMkr /oMC 9'{l lot_ Al , ;7. NW Cow'. . !McE QIS pa* , , . ,1 t SW Gooier (-Eousr 97.71 - JNE wev toctr .81.5 APf('C split, AL "r - l •TOP of b AGE S) Ttri J / U /Sf . , 4W. B 1AL- it BE d5r 19-BOvE n - / .1 ' ` ` - 1774,1 IN ST-Rtzt T ( tEa fata/b` 1 D WaKs^ I AI Sol s k;i.6lr counn( 9ca#122'ry _ (0LD t'Z.R. 414,1tr of � /I. . 76,19 ` ss86 k1®0 ao,33 ' rya.17/ ERDstS Cp . S t tc Thrucc 0 1 35/10 � KES ToeoF8AWIL �T oP of gion 8uluoln/6- FooTpei,)T �S-J-7X 64100 an peck) ter' SOIL f \ i ,t/o ..,4 1 4��`BI eta avf A - St 'm to I�4 / & �� S,'. 1�fClt ----1. wit I SO' / /POf 84)11c \ , *s Deck --.. EwVfr7104.0 -LT 6 -L-Xi,sT/Ai- a6/4,-t DECK, sw B/✓1 (BENcH-f *(K) 4 ?- 8o' ,c, a) coaNet &-r tavog 75:.7 ell / CfocldE %cc Co C1C 6/10+6 E 7.3 6 ' alRlNlitt9- a NE coRAIF4. 6.�i1GE 70 el, POLL rNcs 10 F Coi2k2r2 &14214C�E 7O, 6/ ` NE Co RIVER ffaotSE 66,40/ 7a3roa4l - k01 - NO CAaNEt hVUSF .6S.77i - - - - - 5W Co2Ne12, tf dar '71,5 -rP of - ai�.4710,.) N . . _ "'1 /r/liGL 70:_$E"77 0 13etbr.D e/✓1-'? / _ DCIVEfritY I "MP OF - / 416 " 6 / sfTocKtLE kt /�6"5- v K / i -'� t INl/4/t> 1 sToaM g41tI"< n 33 JOT 7t'/2,57V OStK°ES I / 5l' t ii (7 FOO(Q u Bm ,� e 41 - - �hR t� NMc 1AI .;," ' - . F—LE VA9101 -C - E Xi Sri46- . . Fs T .patvE Y ,-7- ' mwEiv�4 }3� m CReNcnt ,rft too'� Goa fl ' SklkR$6 / 2NEa- ta , . _ = 24' sE . 1- Cow- firc e ,htL NE." 6fF.2 kE Coar/e2 94111 .-. fl qt.S / '�Xls'fir ?r _ �' �r_'^ -- _-; � At -Cow zy,� .SW Co.RNEE. 1-f ouw 97,7/ /. o is-,-,U '& f„�E u+�+�4 - a°i .1.1yy.� coital. ul�T q.C,I ' / r ; — 1fiiair 89.5 �/r f / ' i ' WOE ;T p aF &nt 16E v4 RTlaid FH• , - ! - Bin 4-1 1N s't-Reer1EL'Fl� fd1:7.✓ _ r S' svwfiLic 0 n fazialt. i r re CDC-ar tar • Prat#41_7 - - u uuu rumou 00502170145 AUDITORS CERTIFICATE [IL Skagit County Auditor THE PEUHE =,T CIF =.0 HEMM. 211712005 Page 2 of 2 3:45PM SURVEY IN THE NW 1 /4 OF SECTION 23 , T35N , R1E , W. M . NORTHERN PACIFIC ADDITION TO ANACORTES '_I AC1T C:C1.ItIT1 ALIDITC)R DEPIJTi I SURVEY NOTES: BASIS OF BEARINGS N 69'42124" E BETWEEN FOUND, t HARTFORD AVE. CASED, CONCRETE STREET MONUMENTS ON OAKES AT r� HARTFORD AND AT LOUISIANA. — CONSTRUCTED RAILROAD CENTERLINE WAS ESTIMATED R=52.00 BASED ON THE REMAINS OF THE RAILROAD GRADE. L=21.00 THIS SURVEY WAS PERFORMED IN THE FIELD USING A d. i 0 LEICA TCRA1103 ELECTRONIC TOTAL STATION. d=23'08'37" o0 0' , CHD BRG= N69'30'25"W I 45 FND 0.25 J 45 rn I S 20'17'36' E E OF LINE } 248.29 FT FND S78'W, 0.25 O +14 96.88 FT a -- �fi'— - •• - 151.41 FT --_- -- F I • ----T ACCESS AND �` I Lt_ 4rN p / 78.43 F INDERGROUND UTILITIES o EASEMENT ON LOT A CIE . i 0 J .-f<N / LOT B \y (<) �: AND B TO BENEFIT LOT w 1 S 20'17'36" E o 11238 SOFT. �t m�` ¢ Z �• •• 7217 FT •• 3 col •I B AND ORIGINAL LOTS rn o, p, / 3516 @ARES AVE. �' I-a, r 8,9, & 10 i� i o`� • < Er W i / to N. - w )\HI 0o toe _ �i Q� /� r. a '�3 LOTA �I -4' Y i- /vim CO 010 7880 S4.FT. '); \p� I Nv cola Q z MI 4, ¢ a. _I. ._i 3514 OAKES AVE. 3 o rn O O CaO p 0 Co Z N a / ry ; 41 Li_(/) 0 v er ro Q. 4/�� C3 R ,. W•i W a/ F- ^ n a Apo Zi /_� 0 _, N: ��' - t - . �r- a rn io ¢ D \ - 73.64 FT i- to o ' \ �\ \ \ \\ \ \ c \ \\ \ \ 80 03\FT T� _ \ \ �' I ' \L__� `\80\` .5 'FT �_\ , \_\ S_�\ �_ �o \ \ "�\ \\ \l\ __, 181:20 F k \ \\ \ M FND 0.09S 20'17736" E 261.65 FT 4 IG \ \\C,, . `• \, . \\'� �� =\ '� ' "\ r \ • I E OF LINE \ �\, \\`, \\\ \\\\.\\ \ \\ \\\\ \,\\, \ .\\\\\\ \\\1 ',\ \,,\\ •\`\, \ \\, 0.30 i}i DRAINAGE AND UNDERGROUND UTILITIES EASEMENT ON THE WEST \ . ` \ \ , \ \ ', \, \�, \, \, \\ \\\ \,\\ \\ \ \ \ .\ `' , \ ,\ ` \ F N \ \, , \ \ 1\ 10.00 FEET OF THE EAST HALF OF LOT 114.20 - f-LA-i N 8 AND ASRL EXTENDEDIN TOT THE BLOCK 1001 15 FT ACCESS AND c.+ ¢ NORTHERLY LINE OF LOT B TO BENEFIT I rn LOT A c.) c" NORTHERN PACIFIC UNDERGROUND °i m '- ADDITION TO UTILITIES EASEMENT /-*--- rn ' cn .1 ANACORTES ON THE SOUTH a 114.20 FEET OF u_ ic WEST HALF OF LOT 8 u` TO BENEFIT NEW LOTS rn SCALE 1"=20' 4 `DM ti LOUISIANA AVE. r. 0 D 20 G CN INN,y6�- , 0 // OFOUND CASED STREET MONUMENT h GoEtaEs r ,cp VISITED 10/15/2004 �/3 i O FOUND REBAR AND CAP "NEWMAN RLS 4908" -- s • SET REBAR AND CAP "PEM LS 25971" KANSAS (80 FOOT R.O. W. NOT CONSTRUCTED ) '� _ l�I W - - fr Li JOB NO. SURVEYORS CERTIFICATE - --k ; 04-275 � OU (� DAY A � JUSTME � T . •�• ,���.. N.. This map correctly represents 4\ ,.t•u••• • a survey made by me or \ DESIGNED r - _ SHEET TOM L . ALIEN :QQ.w, ;;2% under my direction in •W .y conformance with the Survey DRAWN VICINITY MAP N.T.S. SCHEMMER ENGINEERING INC. 1tX , vJJRecord1n9it) ACt. CHECKEDP . O . B0X 817 BY ril 2 OF 2 317 COMMERCIAL AVENUE, SUITE 101 •' ,,,,„�,,e,,;o° Paul E. Monohon CERT#25971 DATE' BY APP REVISIONS A f� A C 0 TES , W A 98221 ANACORTES, WA 98221 (360) 293-9006 EXPIRES••• a4 05 Date -o G-o s e CAD FILE: PLOT DATE: C 3516 Oakes Ave James B. Scott, P.E. GEOTECHNICAL CONSULTANT 360-293-6044 FAX 360-293-6044 Email geoscott26@comcast.net J. B. SCOTT & ASSOCIATES An Engineering Corporation 3601 West 5th Street Anacortes,WA 98221 October 31, 2005 Project File 04-1167A Mr. Tom Allen 11‘164/ P. O. Box 817 Anacortes, WA 98221 RE: Addendum to Project Report 04-1167 in regard to special foundation conditions for proposed structure. Dear Mr. Allen: At your request this addendum is bring written in regard to placement of Shear Blocks and what depths these shear blocks will be placed. As already stated in Project File Report 04-1167, dated 10/12/04, in order to allow for the indicated setback of 20 feet along with the Coastal Zone Atlas classification of the bluff slope by being Unstable a special design was indicated in that report. I had called for placement of a shear block along the entire upslope portion of the foundation. Now since that foundation will not be a continuous, and using the map that you supplied, as shown as Figure 1, the shear block sites to allow for the changed design are shown. Notes:1—Figure 1 is a reduction of a map prepared by Tom Allen 2—Cross bars show location of shear block portions of foundation WIWI/ kn IMAratZte lailteettelteuie4 Scale: 1" =20' —+ FIGURE 1 —PLAN VIEW OF PROPOSED STRUCTURE AND SHEAR BLOCK ZONES r W In the report written last year, I called for the shear block portion of the foundation to be placed 2 feet lower than the other sections of the foundation. Now, since this parallel block or foundation will not be continuous, the shear block sites will be as shown in Figure 1. Also, as stated, the shear blocks will be placed 4 feet deep or lower than the adjacent footings. Of course, while it was only assumed before, I wish point to out that the shear blocks will have vertical rebar's extending for the full depth of the block and that rebar will be tied into horizontal rebar. As for the spacing and thickness of the rebar, that will be up the structural engineer. Sincerely, James B. Scott, P.E. $S B SCE- - O 11525cc, W SsI®NAL \AC> [EXPIRES 'A 7 r James B. Scott, P.E. GEOTECHNICAL CONSULTANT 360-293-6044 FAX 360-293-6044 Email geoscott26@comcast.net J. B. SCOTT & ASSOCIATES An Engineering Corporation 3601 West 5th Street Anacortes,WA 98221 October 12, 2004Zi161 Project File 04-1167 Mr. Tom Allen P. O. Box 817 Anacortes, WA 98221 RE: Geotechnical inspection of a parcel consisting of lots P31715 and P58137 located on Oaks Ave., Anacortes, WA Dear Mr. Allen: At your request a geotechnical inspection was made of the subject parcel on October 6, 2004. As you indicated you propose to purchase this parcel and you need a preliminary evaluation of geotechnical conditions in regard to getting approval from City of Anacortes in regard to your proposed setback of a structure on the parcel. While this lot is within the city limits of Anacortes, conditions exist that would be classed by Skagit County as critical as defined in the Skagit County Critical Areas Ordinance of 1996, revised in 2000. This would have required a Geological Hazardous Area Site Assessment before county permits would be issued. This report will therefore be that type report as required by the county. Photographs were taken to document field conditions. „, pn 4 �.} gm. 1 - _ PHOTO 1 —AERIAL PHOTO SHOWING PROJECT SITE AREA The subject evaluation consisted of the review of (1) Coastal Zone Atlas of Washington, volume 2, Skagit County, Washington Department of Ecology, 1978; (2) Soil Survey of Skagit County Area, Washington, USDA Soil Conservation Service, 1989; (3) Shoreline Aerial Photograph SKA-0418, 5/10/94, Mr. Tom Allen October 12, 2004 Department of Ecology, 1994; (4) "Geotechnical evaluation of Parcel located in Block 1001, Northern Pacific Addition, Anacortes", J. B. Scott & Associates, Job #214, dated 8/11/94; (5) "Geotechnical Evaluation of parcel located in Block 1001, located just west of 3502 Oaks Ave., Anacortes" by J. B. Scott & Associates, Job 00-768, 10/22/00; and (6) the reconnaissance which consisted of walking over the parcel to observe surface conditions, slope stability, attitude of conifer trees, and surface drainage. Gnemes Channel oo`_ So' Go; eo' ------__ __-q�'-_ _ inn Cea[erlme of Uaee A i L p' On i t9 Rai road \ '� 11 — PLAN VIEW fjq� ' --------- - Note: Figure 1 is a reduction of a map taken from J.B.Scott&Associates report#214,dated 8/10/94 FIGURE 1 -PLAN VIEW OF NORTHERN PORTION OF SUBJECT PARCEL SUMMARY — As shown in Figure 1, the near level portion of the parcel has a shallow zone of soil which overlays Vashon till. This till is about 10 feet in thickness and the portion, which is exposed in the upper potion of the bluff slope, is standing at a very steep slope. Then underlying the till, what is called the Whidbey formation is encountered. This formation is associated with most of the landslides in the North Puget Sound Area so great care must be taken in regard to surface drainage and not disturbing, by grading, any portion of the formation. Based on the Coastal Zone Atlas, the exposed zone of the Whidbey is classed being unstable. However, due to the presence of a rock buttress (an old railroad grade) at the toe of the bluff, this has greatly increased the factor of safety in regard to slope stability. Then upon developing the parcel, all surface and shallow subsurface water that can be collected shall be taken down the bluff slope via a tightline system for disposal into the rock buttress. This will increase the factor of safety, well over the current factor of safety. Therefore allowing for all existing conditions plus the collection of water and for the proposed house that may have both shallow piers and a shear block type special foundation, a setback of 20 feet from the existing bluff slope is feasible and should provide a project life of well over 100 years. DISCUSSION OF CONDITIONS — Based on the Soil Survey map, the entire near level portion of the parcel is covered with Clallam gravelly loam, 8 to 15% slope. The soil is quite thin and grades into weathered Vashon till at a depth of one to three feet. The underlying till has a depth of about 10 to 12 feet. 2 Mr. Tom Allen October 12, 2004 till ~tit, w':"z,y f,°�'`r.! .y, a =I4 yw Atli I +- e d - ' NV - tom.. ti,' t ° '•.F"'4 j zi -Ir 'ter°:, 'i,. t .s' t • G `S *tomti f� a cI I. 7:t o° r. aa4 :4 i', 49 PHOTO 2—VIEW LOOKING TOWARD BLUFF SLOPE A generalized profile (cross-section) was prepared for my 1994 report on the same parcel and is shown here as Figure 2. This profile was prepared with the option of not making any improvements in regard to both drainage or allowing for the buttress effect of the old railroad bed. SCALE: 1" = 60' VIEW LOOKING EAST Edge of Oakes Ave goad% Set back I ioe of adjacent'losses Bred in Slope'top of bluff) r Qv' Piled Longing Debris _mac T• aw �`J ors::ase"slope failure:see test) _�' C _'b' —1-7 GEOLOGIC SECTION A-A' NOTE:Figure 2 is a reduction of a Section taken from J.B.Scott&Associates report#214,dated 8/10/94 FIGURE 2 - PROFILE SHOWING SECTION OF TILL AND WHIDBEY FORMATION As shown in Photo 3, you will note the rather thick growth of young trees. The site when I first inspected the property in 1994 had been stripped clean of many trees since logging had been done in the very recent past. These young trees (red alders) have grown since 1994 and need to thinned or even totally removed, since they do not provide any real surface soil protection. If trees are needed, then I would recommend what are called Dwarf Maple, which are reported to have a very good root system and do not grow very tall. Therefore all alder trees with a trunk diameter of 0.5 feet or less can be removed. You made a remark about wanting to place a stairway down to the shore line area. As already stated, much of the bluff slope consists of the Whidbey formation. This material should be treated with care. If you need to place a 3 Mr. Tom Allen October 12, 2004 stairway, then I recommend that you not have any portion of the stairs on the ground surface. Instead I suggest that you have pipe piles placed to refusal and having a spacing, slope distance, of about 10 feet between the piles. The stairs should be kept at least 0.75 feet above the ground level. No grading or loading of the surface other than placement of the pipe piles should be allowed. Foundation conditions, with placement of all foundations down into the till, are considered as excellent in regard to bearing capacity values. If is found that depth of soil has increased toward the bluff slope, then cast-in-drill hole short piers may be required along the front (waterside) of the structure. Also, the continuos footing at the back of the house can be extended 2 foot deeper and it would then serve as a shear block. Also assuming that much of the surface water and shallow subsurface water will be collected, that will also enhance the bearing capacity values. The access road, which will turn off of Oaks Avenue, is being designed by Schemmer Engineers. A point along Oaks Avenue is shown in Photo 3. • Y�91y � Ya�� As PHOTO 3-VIEW LOOKING WEST ALONG THE PROPERTY LINE Allowing for all factors and the recommendations that have been made, a project life for the proposed structure should be well over 100 years. We appreciate this opportunity to be of service to you. If you have any questions regarding this report, please contact the undersigned. S B. S Sincerely, �' oc A Sit/�0 James B. Scott, P.E. 1 t529 �� O�~"s•c; TE��O rry 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 Latera l Analysis and Shear Block Reinforcement Design, for Allen Residence Located at: 3516 (Lot B) Oaks Ave., Anacortes, WA For: Tom Allen WCE Job Number: 250-05 December 4, 2005 k2/ g'/D�' Arall'Atsys,A, #/ 7, - I ., .' a ' 7104 Q #\IAL e EXPIRES 9/19/2007 INDEX: Design Sketches. Pages S1 — S17 Standard Specifications. Pages B — F Calculations. Lateral Analysis Pages L1 — L14 Total Number of pages excluding cover sheet: 36. Notes, Disclaimers: • 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. .�il-.l, row 'r 'w, —s ` er 51 i&S site ' WJ. I71/022tc tof- f•_R-t4 - -s _ _ - Cp.-Co" 121'-Co"—4 - 'z' SMO1F \ -srEe' FE �JAs PE1Z (a KAyat ' r J [e" F970-1 Wl.LL W/I L¢RE'bAK / LL05� Chi?OP bl= ALL l t0 II S PoRAc�>i - 14'x Go" Fool-ntai w/2- 4 _ .- ell fi; 2eLAK no N I �i .I _ )� I IJsr^- noC_ 7 f N W1'lll _PoaeTS D20v2O"ZDo � .7 co -N 410 '1..-_,,,,-_ 47 8 en -ate LOIJc FT 5 W/o1 PtiolHH I \- k ifl ca map Po ANc.Et Jr-t 14 Ai., 4,_ �,�" 61_SI' a_loll I� nr A"c"o1-VG .�LAu - 1' 1°-(a" , 7����777,����++++ • - r A at S+r- - -- N / r 'jO JP �— I LI41�N �O I I� N���I� — c N / _111 ° 13 l ©� lu I N1 7'r . a ct tcP Ter, '( m I "'I 1 p 4 ' fllr ., 11 1 .._ — I-� 1 - - 4-Z/z' IC01VI— f I I N i&-co" <t8' a'-o" / - / GENERAL STRUCTURAL NOTES. Y N o- �;J �11 5'/�xI3/: ® ®� caAr E Root Lu-LAH V� A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its 5 — n x' �ti�s Aa SEAM m i�ez KI D' m. DLIL'rs zit LO\t./ore S.-Doe 4Fo'-Ih19A'1-io1�l L.xh1 top and bottom per the typical structural details shown on pages S3-S14. / k p These details are intended only to show TYPICAL situations. Due to `t NE�� I S 2x12 GLt1'�2 JOIS'1S Cup"oC. d' 8 /4 oI \ I I-IAUe, 0PFE%W- M ami 1790 5c� FT 19 varying framing methods, not all aspects of each detail will necessarily v _ _ _ I it 41 - MPCHAxhc AL/ S pertain to specific field conditions, however, the bolting, nailing, and = p 0 6ToS e. l e 4IL-O To Ve i '(ALL o'MEJs'orl. connecting schemes must be followed. If in doubt, contact West Coast m_ 411t0 (� rvJ LD 14 xcp (.wIJT1-Wotka ii41-6 /ole Prtis Engineers. - -ram 91_0n-gilt' --- g' Orr cP" Eh g' " I V51-ITALLPA-it b4'1c-AL — ) Ali 2' Y 1� 'I 2 I4 F Iz A I ®6MOKe, ;eta-Tog-+IARpW12acD y B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear T_V I LOI F I TERLo wec ro -,e \ . 1 I _ -1�!/z"4- -I k Imo. Vi J'/uN/Itd DaNS .Ao 'u'V.kLq walls are indicated as GWx and PWx. Wood framed walls not intended to ;�-48 — PEUAz $�� I 96 FliH�arlfouJoaroN waL.L act as shear walls are not typically labeled and should be standard BC I ��V� o euN way N j111.1 .E11111,I G5 [(a 1a PLA _ z-cp �, de -rti w� raPVkLVconstruction, I�f P1� n _ ,�-r ,nh F3 ,0N 6 P-aIcACEO wAL PAae o Cp'61-PAS, �ja�}Ol rj'f" _ 2 , - _a 4xs J9+;.6N4 A6N1P-AL.-r6.o ikro aPAGa7 WALL PANE I C. REVISIONS. Any change in a door and/ or a window size or location "co 1 9'-4" I �t �(trt'ly� �i j����P CI e ' 4 �* %Ce Pos s IR WALL ancK �l ` (located in the designated shear walls) will result a change in the shear ' I r-� �` ��1ea� ZX p .4rx to free WALLh-2a(4 Ih1'r EIZIO - Q j- ° I Dor; ) -- 5> . WALL6-4x,oi-1sAoe o�/EK Ex�(e2'O O wall schedule and/or a change in a type and/or location of a holdown. _ ooua �r2x IS FL2 , '�� lluo\)r} DOOMS gWWPO' 6 5 p JS s e D K drys1 CO: y o,s" seicK vetJ ee-le-JklcP.�+�� E01-1 WALL" p �� �. xQ$v° -ro ion 4 MOVE OLan-4"LINDEl &KIC.K- 'd _ °(_ _ ,a O SL-OR-ro `/e42I Fn'ALL 2lAei-Iblot-ls Q N 9 1 ,,s-I-s e.Icp'nc. �I vu�' rr ------ - r 2 \ °o I F5ED2U.4.1 -D 1 1 P ED zo�r i _ . c C 1 ! _- Fa Ka')a TNcT w/z 0 r — . lar I - fl4(., X 0 4-0 A(4 x o n CIrA'ht FICA - _- V N Basement Floor Shear Wall Types (Assuming Douglas Fir Framing) wA L Min. —_—_ — -___ Sheathing on Edges Edge/Field Sole Plate; Framing at Allow.shear(per 12-Lp" __ -/ -.0_�I_ _� West Coast Egr. thickness Stud spacing, Nailing16d Nails. AdjoiningPanel 20031BC Table 3Z'-o'I One or Both Blocked or Nail size Cp -o" �'-on 2o -p' Shear Wall Type and Type of maximum Distance, 1-1/2"Min. Edges and Sill 2306.4.1 & ------- ------ Co-?),=o"" -f.---- ---- "-i-----.- -- ------ - - ------- -- -- ---"------ Sheathing" Sides Unblocked Maximum Embed) Plate 2306.4.5) ALt.. r°' PW3 7/16" Ply One Blocked 24"OC 8d 4"/12"OC 4 in. OC 1.5 in. - Wind-489 plf. f'w 2 . Se's-349 plf. 3 - Wind-686 pIf. PW6' 7/16" Ply One Blocked 16"OC 8d 3"/12"OC 3 in. OC •2.5 in.z Se's-490 plf. Footnote 1 Ply=CDX,C-C,or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. Minimum sizes of all cooler nails:5d(0.120"x 1.5"),6d(0.120"Dia.x 1.75"). All other nails are common wire - WEST COAST ENGINEERS, Inc. nails:8d(0.131"Dia.x 2.5"), 10d(0.148"Dia.x 3"), led(0.162"Dia.x 3.5") 1 1520 Parker Way#G,Mount Vernon,WA 98273 Footnote 2 See IBC Table 2306 4.1 for clarification. Double 2x nailed together with nails and spacing per sole plate nails may be substituted for 3X or 4X. Phone: (360)424-3404, Fax: (360)424-2063 ' Position sheathing joint edges over joint of doubled 2x members,and apply edge nailing to each of the doubled 2x's. At sill plates,double top , plates,corners,and edges of openings,stagger nails to evenly distribute edge nailing to underlying members. St-tst i St _ —t J-� "W <� W / 4)_c,n 0,-0° ,3,-0„ 4' 4-,_00/- f - W2 / i_1 ric ,I 5050 ox 5o4CPXo ' •' 3P4OXO r- [� W N EK In r 17r G L i IT. c 1+ ti I ill SEGARA.TOFI-5/8" tif'��- ' MGjrl Lt2 . II L pw O N } 'f`(PE`X'4WU uNDGCt (1 5 S ��u fw3 LL1 p It O 1__ _, 5-r�i Ks i oNUA J • ICI-r0- - ,I9 40 It. it 0 - vane i 6e1LINL} II f 6 y gi N 6510 , �� 5'-(u" I51-AN0 Bul�t,i,t� ; �`tIK J __ l O__ a Tgo4s�l45 811 I0, 1e"we/ \IT ° - F -. ztraE d 1 (Mt ' e a 2uss� e24 o A -,t,o ? �r 4'coNc-sw� I2= 3O 1'1`i�l 4?) - Ppp1J/JJ W' a.l 2br-x-r2u� s,ieut Mee/a \ ' o N m I- Nr, „AO \ �� = cel-s e, Row 0.1 d1 . - -_ - - outs 6 -o..�/ a. 0 0 Aewv - -- — • LF� e a FDIC. Gf w n 0 '' li N BRooH ' I. ry� �'y(Q XT WEKiIEAD G:7�K/ , 7/I- o-/ 5 0 1 [a o 2 (o if !Irmo U_�� �� (ira 3'X,��"I%2" 2� =1 G�..2 =.� a- ..II 13,_�„ y� N & 4._2 3-��i�■y �Q oPEti1 el) 1 "`+ _ g — _ C7ih_htil Ga, '�t ,�_I \ Imo, \'� ON II■ k \i{n7 3 6 � VAUI.Tren _ E-_ t �W2 / / {4 i -ea.L.Ae'rl NGe9 O I��i�i 5H6WB (� x)a- ODOR 5'(SXIO �� 41 \� PrXhleLs a a, "` m��!���i Fo�lc� i' _--�' - N _ - z - 0 _ ankh /zl iaR 'r2une5 — .-1 va uvrec ���4-4" - I[e'-o" J�� - 0 0 0.2-4. 7_PITu-I Ih 51PE ,, l 1/ j- �9 „ 1 / ca'-Cv„ 3,-pu [AhYrlLe�tE2 -rl'u5se. �+1 iT.�l�' ()- Ha 0 N p I� _ / t s' °vet ENTRY .5 to L:' \ - `c I a I_I\/itIL ns 3 �` _Jr ST D I t 1zJ ,off PLAT , p Tat to • wide OF J VPcu-L-rco ao \A SS `I I N Derr. G �. oveR RANI 0 \ 'd 3 =-r-LNIn1U Ale an.. I I ' = 6 - ---- - �1`- >L 711�9- I P- ; 9_ *9 5 aGG P'r- 4Al2,4cas J ' O ® ,i y 1�t y �.tL w � � m v� ex -t'O'VERIFY tT-- _ 2-lO l'15T1 LIB s 'C w 3 4-0'' q3_o„ 4-Z" q-o' I 0�4 Pir-IeNSIONs cl 0- 2' 1 • T, p N f 'I', 5 Fot. I 1 `al m zx ce EXTPpioc WAV 5 M r( 4t _ - 'i + ! !. W 2-Y.¢IFt-rE1CIOKWALLS • 9X8 ---- 00-K OVEIC ALL Vx-1tI OR 2050 f a 1t) gM^Th iU1-IEhI ' ohlE 1 t�� 'jI t rT'`/ oi-,1 %oW.S `0 i - -- =�) �� 1 .��-i- - - --- _'f 14 >z� Ohl rr IZISeCa e �F F -: .; ,, Az' .7r-ra- lour-r� v�=- o 3 A H (`'(/�A4JCP �1'f'g- o 3Q \P �� ,� rcaH.v�,�.�� e_atP A�rnFe Nns� s t W tr 'C� 414. (Per ) -� Pfl �" o=-rKca.n� oN IaloE N ) u_— _ _ e'-o __ •./I WI-',IIU�InoV'l3 ,4o'u'VALUe _ 1S r 4 r, L N i U 1 ';UtIE/1 � -u �j Il N �.(Eh�-ALL at.4 OL.I'r 01 - E — I ,u <Y: All aMoKE Derc'toK-FIAbtn/IKe z_ „�' GLosc-r I k' �. Tr'W 2 J $ - \ aihi-reKcolJ til Er-COO -o }y( I O S O -1 9 S � i- � n �' I 0 I �j � e _ / N T. z F-0 t v I tLi (n f 4'\ 1 1 a q o 1' m A � i . � to lil m 9�i ?OS S — r��yap,'rNm� of Th I p OIL T. C. 8 -- I I� 3 m~, 0 tPi FiG1ft43 6,020X0 S040x0 'Iw !T P7 7-Coe '[ w2 1119 ISi-On 6o,-Co / 3 3z'-on 4" / co-o" 25'-on I Main Floor Shear Wall Types (Assuming Douglas Fir Framing) ce3'-t5' ' — — • / Min. Edge/Field Sole Plate; Framing at Allow.shear(per West Coast Egr. thickness Sheathing on Edges Stud spacing, 1 Nailing 16d Nails. Adjoining Panel 2003 IBC Table Shear Wall Type and Type of One or Both Blocked or maximum Nail size Distance, 1-1/2"Min. Edges and Sill 2306.4.1 & Sheathing' Sides Unblocked Maximum Embed.' Plate 2306.4.5) PW2 7/16"Ply One Blocked 16"OC 8d 6"/12"OC 6 in. OC 1.5 in. Wind-349 plf. Seis-260 plf. PW3 7/16" Ply i One Blocked 24"OC 8d 4"/12"OC 4 in. OC 1.5 in. wind-489 plf. WEST COAST ENGINEERS, Inc. Seis-349 plf. 1520 Parker Way#G, Mount Vernon,WA 98273 Footnote 1 Ply=CDX, C-C, or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. Minimum sizes of all cooler nails:5d(0.120"x 1.5"), 6d(0.120"Dia.x 1.75"). All other nails are common wire Phone: (360)424-3404, Fax: (360)424-2063 nails: 8d(0.131"Dia.x 2.5"), 10d(0.148"Dia.x 3"), 16d(0.162"Dia.x 3.5"). 61-FEET . s 15 A op1-rlot--eAtr (Z) ik5 Jkl reardaq (ta ( — (u-) i COMI—. ) ' t31.�ii S'-o��_ �r_pT -_-._70ii I t STEP FDKJ AS PErt o2ACV 1 K 1 6Ef71fo�M 2 4 j c er C^ToP ol---LvJALL. 2E442 III T__ cam. 14"X Cp' FOo-rn.lra w/z' 4 �! p ' .II P.-r', 2x'. - ti I �x1z�� NI _0 rze. 2 N .mac / �'i et do �' asr 'ce"o. S roxs aE M oNm ca E I - m-'1-! - 1n- Poa1-s o 20'Y20" ID" �iI _— —_— _`.� O G•FA2d..la6 colic F 5 Wf b' P&, �� -� --1IL Jl c6 vOPo TAHO)or15 5,.p _ _ � WI � 'xglJc_ 5LA°u _ — \\\ I Imo• S'el-Phs 'I �( it,6,up O 0 / ,11III11II . .. _ .N I _� � Iv `� �+ vET-" { N it_ - - —\_ � Pia4eo latrbg�u ' _ ` _ � 1if I i -Lit 2-22z' I(d, -3' IZ Ca ,n- \ 1 FJ ,Z Vl o '-Ca" _ .. LhrY"yI ,zi.'_ '1 .3'',.. . '/ / �f _P U'N 0_ �r - : L n - _,I %axl3/e -__II`6b yRI, p Q ` ' e _ "__ ` V m h DLy._-r K 1 I L Ee I o- e &FoL1 012AT 014 LAN1 - -/ 1 ' OI 2x12 �I.O ZUOI -Is cI(p�o N- d- I �a, HE S' r%4"=11_on 9 \ o / S — HA11Ca or -LA,N13M A I P " I_ 179O 5c9 ET _ LA iza P.T. FL- . D'RAT JEnh' chns ?�IEU{Ai`ilcfi. S+° 0 ® \ o I Ve+121F/ALL as MEnlsorl m: JSrs e_Icp,oc. ' F12EPLAc.E v!/ `' 9To 2AL-It. FL 14r1 FIea-n-I Y -1 1 MT: lJOUO ibrree1D)eFTc-IS _, 1s 91_�n� lI L-(op o'-Cni16�- 81 ^„r ca" 8'-u" k I .-TYP'cAL — Iu1 lia II'-2' Y\, �s o4T w III \ __ ♦ callc_Fr(. III 1.�``t`t�I-- \0 ? I 'I acing-N4. .rim 2�r78 �� ` YIIJYL VNilnIDOM/S .4O 'U'v.4L,4 y{ OMaa �pRLp w�-1 ( q q f�i/a1- FbLuJDAT(�N WALL- \ I f - ii z�4.(eIEtAK- m ' NPI C...L I I Z Co" LT° I, : YENT NiJH W/TB PVALVS _ O (pi 61-PASS 4%g ;` ItYPIc.AL 2�'�./ '7 `4x8 1% � eN �`"/P-PiKACED WALL- PAI�a- Y 0e4411 n 2, > - Ar- __-,.d U.% i tyFNNI A&WP-ALTEk1JATE 6PAcer7 WALL FA & 00 q -4' a� PSI I_J 7' 1 t'1 DPtiK PosTs 'Kielce.SerFao�k L,11.1s �0 1 -I kill ` I ro \ + 0 b- 0 z. h4x1oIHFK.ALo�E,z ElxTaelo _ 1--- - DoU PAP 2x 12 FLU 1 ;, •I�- o, I, .Dar- �, O O 1 JSTS Foe DECK al .1 +i, r'-8 T, \ 1 R.S .+WIKJgNJ6 O. 1 A _ I�AKILVS� ���` - �IEcle.octKe,a:e Fee WALL- � N1 MOVrc O4T 4"UIJDEV�° BKIC - - / f _` - - \ KUe1=p I L5L-OK' -to Vete.i FY ALL DII4bh161oht5 1 °0 1Ve-T 3 - I FjEpc�Nf I J _� �I` 4xKema• �, w/z --- 0 i ., I t75r.A II`Ke XL-, -FV•0XO !K-� 2Fi(Xu4 H-16 ��In WAL 3Z'-o" 1 -'` cv'-d' s(-o" 26-a" (2) *9 lfot 1 w. t t,J pool taNI CCbri L (4) 4k-5 Comr. WEST COAST ENGINEERS, Inc. 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 JOB 2,r'Io—OGG ALL-S-1 LDI d 5 WEST COAST ENGINEERS, Inc. SHEET NO. ' 3 OF Structural ao.d Civil En9 sneer n 9 CALCULATED BY 11L DATE �\ /�✓0701 1520 Parker Way 4-G, Mount Vernon,WA 98273 ' Phone: (360)424-3404, Fax: (350)424-2063 CHECKED BY GATE Web: www.wcoasteng.com SCALE ' • EXTEI✓I OR- EXTE 4O1Z. 5f+ttg- LOATLL ,{ ••• 5#tAr- l&JACLL. ,1 /1I _ /I • ii „r ' EAR V A�p. SQL r�rLFe" 1,,1A_t_ jw , 1 15.1AIL11- 6 P . g- FLAN (zPAt T-A DLe t ow II 51ri" • CFLo©Fz I C_ , IrFM(rtfE i} a _ %" -P,e1, Inik-.l, ` , t!-s) fit_i1 I . A a• 1 I ' r7y QT1 tei2°i I f Ii� _ANc o� 1 AN0-4o� U �oLT ?— (II�G)) ° AP 6ELo 111I --' (ONE oF3 aLT V?5. k (oN E OF ALII. � p� W7 ��TLs�wFhurr )Z tsho�� _i,u. i On, " / �I D .1, a' D I �. �y- i NOTE: ' TOP OF THE BASEMENT(RETAINING)WALLS MAY REQUIRE ANCHOR BOLT i I ATTACHMENT THAT IS MORE STRINGENT THAN SHOWN IN THE "BOTTOM --V OF SHEAR WALL ATTACHMENT"TABLE, AND IS DESIGNED BY OTHERS. • . / 2✓l 0(i{�/Oj-s Bottom of Shear Wall Connections./ Sole� `�{ p "'/y West Coast Egr. 1/2"Anchor 5/8" Anchor 3/4"Anchor 16d Nails. Allowable ,1 rL5lc., f 5 15®5n Shear Wall Type Bolt Spacing Bolt Spacing Bolt Spacing 1 12"Main. shear Embed/Ito o } , � ) ..... ........... IL /W f Capacity/Ea. 912 lb 1,3281b 1,8401b 165 lb ` A tAi t_t_ L v0n (,I , PW3 22 in. 33 in. ' 45 in. 4 in. OC 489 plf PW6 20 in. i 29 in. 38 in. 3 in.OC 686 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panels(i.e.as under windows),the table may be used;or minimum IBC requirements may be used. Where allowable - shear exceeds 350 plf, use 3x(min.)or(2)2x mudsills nailed together with ' , nails and spacing per sole plate nails. Footnote 2 May use any of the three diameters listed All anchor bolts shall be , - -" embedded 7"min,and shall have 2"square x 3/16"plate washers on all nuts. '1"`;'^�e't, $ /\ Minimum of 2 anchor bolts per piece of mudsill,and one bolt located not more s"* -irk - - than 12 inches or less than seven bolt diameters from each end of the piece. _ ma 2 —oS AU�LIU -(-of WEST COAS ENGINEERS, TtiC. SHEET NO 6 `T OF —_— Structural and Civil Engineeringii r _ 1520 Parker Way,G, Mount Vernon,WA 98273 CALCULATED 6Y ltf<-' __ D;:.',= 1ff-so�o,� Phone: (360)424-3404, Fax: (360)424-2063 CHECKED SY DAT c ----- Web: www.wcoasteng.com E TEgAOR.- it• 'i Sf-ef} WALLS { ei,r�- `a sot_- fLAr-21- 1A...,=-J-1.— 1 kJAUL - G PEA it :`(cg. rLA1\1 / -IAaLE ELDb-1 BAR v .rtia PLAT 1 1 � n {( / cat F A F fNt lG 1 g ,t € ` 1 1 ___' • d , ev!TDI. ANGuoZ. zi o ' r BOLT Fc(; AN O o2i(- })11,!I II./ ,v I (ONE OF3 Pd..-T. /� ��P� �/�gi. - -,ui ConE QF 3 A _t) . / -ilu t: P �� i c. str � � .. a — Il ; Cl =ltl _ ^4 eJ.T•s , _ ENGINEERS, jne W,a— os 115;..L .-07 B WEST COAST Inc. SHEET NO. 1 _ OF Structural and Civil Engineering DATE \/30 /c(CALCULATED 5Y 1 1520 Parker Way#G, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE �c „cF S14kA NRL o Fond PtAPlt AGtM c it-s 111,4 rAcALLEL -ro IJALL A obE D1}�r.Hgl,kkM . N,g,ILIrJIf It n. 'jai N Pg.- 1?:3 - E2ELcc1 w141-0- PIEF MoRS- / 4 i2H HkON r // 1 i ! a `i I h JR - I I /` R 2�F1 h\+--n WALL ri ¢E� (LAB / I tirr_Vfl�9)A E i 4' ;A---- A r.1zAm,1 NJG EO-Ss ----- - 17 %Lfiwo�. W H Ems= 5 .5A,-11,16 I �, I1Jc IL-.ILE,e- 16 Ivor COLT)tii,Jau oZ' I ror rLA i tcI ‘-.I r' / I.-mt.-kJ >kJ „Jo!N `7 I I; ice" .--...— --- ii Ag_ WALL - ---- _A— _______A___ FED L- k.)O eHE�-r-`rJGi Nfti-r sa- OHcrti o(U 4t E j FuSsES Oc 4L1 IF TRUSS HA,b-!urACnJFEr DSIG NI, T ; CTptis To rE t1i&..ti j0 TIZ-r1srCF L/v K-fry L OF 7-[6 PLF ritO I Ti?c-40R-G ArP4--ia.S T2 nN'T1!Lt Wkt-L I2 4 ( , ID \ L-- C I II J03 2CU --(CS— AIA — 1....1 — L,O1 -5 WEST COAST ENGINEERS, Inc. SHEET NO. 6 CO OF Structural and Civil'Engineering CALCULATED BY '� DATE \t! TDC/86 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasten9.com - SCALE ils r I-0G4 nl ot4 1i- f-W3 Stret\(Z 0 4-01%-tr i _= -./->-' 1-,------ . 1 1 / r liff al, �` _I_ --f° Ipot" j _AL_ 1 i � iiit I it ci5.s (r. �. nfL ) Tn �� I 1 � Y ` -, Are- 1,4) //c'L.- rc- {L., Li A. �— t rf_ p-_t 3 _ J Uf to 5H'EA — j SOLE PLATE 4JA1,1_4) [I JAL-L- e _N.Q. 77 It g y rft F. 5 f`AZ wf',-L-L r' _ u ff ��r�� �D4 t le4ILI r-!C� r l 'IR I pil l/L,F44 r5 `-_ 'TT kN.LL t-L-i 1. 'Z-t= .4NN t ti 1-3'..(2 4 Olt . I l i, 00tlug ' oT? � (TZ. sorrop-rai >`'' cON a ccri ot-Ls (3Lf o '\ ---- ------- 1-0 use F. 51.A �# r i Al-1 - L- fife °L.— t` N-Fs, i - JOB 2 b —D7 '�.L� C.J. — l-01 WEST COAST ENGINEERS, Inc. SHEETNO 7 OF Structural and Civil'Engineertng CALCULATED BY 11,e--- DATE 11 /3•0/`�-.-5•' 1520 Parker Way AG, Mount Vernon,WA 98273 • Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE AJ•T- ._,t_tuTat az S fE& WILL, Tor PE-TA-it- . ' 7J1:` S _ 3t ' ate'-4-4--t • ", s € fop+. 4 "vw;. r ,_ ;�L, 1N5}AVLL '2y,. c4 OF FRAM ..,5 a 2 i' 9_C-- _-_. N -I;�"c-.1 rEk-t =r' Q 0 i_ i--tAmss but tiZ:v s pikAruF, SEE C�c{A _ P VP l [ k 325 `?`LP Itv- _ _ + ( I v se O_C- 51(EA- VJcsE pox -RD �r �TrZU5 L \'c/1(0_- i 0 &OOG 0F. F �� A112.7e (FIR ) • I `f I4 I 1I t I" 1 i 1 1 NT S , II ' E I 1 __ --- P4 i .1D3 ! O- OS 1_LQ Lai i WEST COAST ENGINEERS, Inc. SHEET NO. S B CF ` Structural and Civil'Engineering Ib tl /.y?p l0�' CALCULATED BY ti DATE \` - 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2053 CHECKED 9Y DATE . Web: Hrnvl.wcoa$teng.Com - SCALE `uhb' 1 crft 1cc \_00 f'-(70 AFf jZ/_'er I I 'l.a /%. le or "-.5� �� t(C '? 1S vto c- 5r(C1Kiq'€ir 80( ,176Z Z�FD H.IH \ 1\ j ��(Le:_ 't� --(..,`r.,s, uj N4i(-E 5 '�i 1 4�(OG- 6t-(1O -� `l��d 1Jft 5 ��w� G�tJc �% �• /A %Gr "( ,Dv r i i !y / / ( k�-7Aku 4 1 _ :41 I "E7Lceli DGt O iN (Dui•51 G5 FACE (/a VA-lL 00 ,iy Lo i(ott+ o ) r en TA I t ., WEST COAST ENGINEERS, Inc. SHEET NC. �1 OF Structural and Civil Engineering CALCUL4TEDEY ��--� — DATE 1 / �°s1 1520 Parker Way SG, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.corn SCALE gt70F ril71.fii;d oor- M p �hlAL SELDN _ 6bL t✓ I�LP c.A�,i • iz t w i3 -- AST F1-11-TIT _ roe „ )ALL L. • \ NTctZto 5';-nAR 1/3Ai L C ttie-'cnnokt, Tip H • N,i 5 - - JOB % 0 i-SLL-E-C4 — •..O I 3 WEST COAST ENGINEERS, Inc. SHEET NO. 4 la OF S ructurel ana Civil Engineering (� j CALCULATED BY I 1 DATE �1/ 0/�it]r 1520 Parker Way #G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED By DATE 1 Web: www.wcoasheng.com SCALE rTF oe7s / G711�DrG T--1aQ49 rSY t 'E;'_"g.S f S1-ti A s w vJ l i t s f;rvt' i t -i; c`,p-t=E i`IS rf f , / 1J A t!1141 051--C a td t r re Gu t 2c�Jr}At Ft�l f O f. / ;2JSs Mf 3 PcruREg TQPE T .'. T Ors To 11-$4-!- 1'..la rc;F(c-,-:'0 !-0, 0 -ro WOOF / -- \A 01 71tp l-fRA(4M OPITla ¢L fI7 i \� . ——- I r't-g Al, " ,'- _ - " L T , I ; N 1r`g E ST1z-Fr iNi 2L'(z j -/,:I ^,, . - I ! _ - I ASS 1317 hl GC,b(LO , ?� ✓iC � `I I -- E 4tN./,ILEf To 4lc OF- T4I`-rv1 --- _ 0, or-g MM L- v�!/ 1/00( 1-4 Nc , 7Jci - Sl(2-A? 1� tJA!Leg.. IUOM\- }Z 9c (7/// H- ._AK VJALt_ �� !JET-A, ltom.. N I t IJ1"G urrf-; ra lJA !_.II_ o I70ss JL Ecflof 1 ' JOB l J✓- Cc r•11..4-S C-1 -Lot- WEST COAST ENGINEERS, Inc. SHEET NO. 3 k\ OF I Structural and Civil Engineering CALCULATED6Y ``� - DATE k1 / CA'S-- 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: WWW.WCO25ien9.COfi1 SCALE / \oo rJ�itsc-4 % /F-EAU - I'2U =� �i o?ite-r, / 131Ar iPI / 3Lcciz- f } �//>./ { I1X — _ -IV i, ' lam '1/X T--1 - ' ' I Hi- . I � , el ! 1 I 1 i I 1. .2 Ti Xi/ ,t -II In -- I XV i i ,, `--- TF-CL7; 0(46-i =S6 Z__ (Ok.1L`(y/i Sr;Ln1i L-00Ai-tr^u) a 0 E;6,2_ WALL ft-�(L t- 1 1 'J , grS . joe /243)--06 kLLELL Lot- 15 WEST COAST ENGINEERS, Inc. SHEET No, Iit— OF _'_ 1520 Parker Way#G, Mount Vernon,WA 98273 CALCULATED BY I14— _ DATE Ill13C7/4JJ{_ Phone: (360)424-3404;Fax: (360)424-2063 CHECKED BY _ DATE SCALE _ Tl1,4L)CC 1),E-4 G CO/Vr t= h 2") A3'v& 1 SE..L0.1, kheli: , ;;,e.; NtoR1z_ 2AC7 EI Ev" riCrJ 5776470 '^'I Ty pa- L N4(t ANC 1.15 f 1 { e ( ( ' , wci_i(i,i6 i FI Is I_ j. ,} I 71 l2l �" G 1 :- .=/-;' _ _ 1 IN , /. /a/ oi-dO �fi ; . ` G I I i &EIa 6t - LacM m E'qJcrA I WINDo4 ------- �'--I -----'- HEaDE K k I I ImI / • I I i I ' 5 hi'EAR U LL / . I I / i 011,LNC7 /-5 ' -. SPEc_IF I E.; ;, Fly ^_•rrr p ► ( I I ' I —`—I I !�I 1 r — — — (p 1` ( 1 l ° I s I`1 ( ( L 1 1 = _ I B MST1 LEE f DtTA1L. JOB ' 14/ v-Ju..`s 1-- . VW V-J I WEST COAST ENGINEERS, Inc. SHEET NO. 6 13 OF Structural and ineerIn Civil 'En J B 9 CALCULATED BY _ �c- DATE I{ (d( J�;m j 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www._w_caasteng.com SCALE - I t__=t iq i k pe r�f�fv -I__��-- -I 1--r---- ---__ .. ._=,-ter ,. i j j" / ; I , I 1 P ji it I /(_ I/ ( I I li AH! V , > 1 I I I I I 1 - 6-Fgt.'? FE g_ fc-A.t ‘) Jot2-77 Df,,F_rhLtreL... Tb 5'14 ,(? LDS(.-t— AL(Gt L JUlhr V.)/1/41A"LL 7-01-3 M.Al L. - w AL L- Pt=;v..- ! �, I 0� �t`�S�LIFI VI VI-IL� 9 SC __ i 1 L) JQ161 i'i2ir.101COL-.°�.g..-ID 5-U,J b UvE eoLsiD ewCc. r) (uEu r`er Fig r- rt_A ki , Il,tL fZ Ht ,!U-, ot1M�t� t)c .? , JOB ✓ 0-OS f'' `iL.E\i ..-or 5 WEST COAST ENGINEERS, Inc. SHEET NO S [ OF 1520 Parker Way#G, Mount Vernon,WA 98273 CALCULATED BY 1IC-- DATE_ It/ 0/ Or Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE SCALE �'T---?. A _ lJ f, A - 'r ZIFF 6"-- STLID t •1. I 11 x �fo U1.vN —�3 q 61 G lscl W� �'� G� STm9P R f3Ei,l ikto“ w 1oo,Z `k — _ } � " Tgil L ytH I Lsv - Gin AP A.hZoux» r i-1 rt Loe0eL5r 'I' — 7Ls0 G'o u niEcr EAIDS of blip Z, 'I, 4t- '�J ¶u7P0'2-77 /c -PosTS/TUr1HEiti; t) wfig SJAi1c P- L-tiP is 1p i-2at,vD T7I E ToP of ,vl I C V V “ElcES9/12.y). —ki N,-r-.S ;L-ocg- I 0 FL_00 la r\-O...DO )K,.. JOB r/- )-50 -©G Ark-Le-0I r^ - LC W WEST COAST ENGINEERS, Inc. SHEET NO J L OF n S l r u c f u r a l and Civil E n 9 n e e r n g CALCULATED BY \�i DATE i'`/'T/d+ - 1520 Parker Way #G, Mount Vernon,WA 98273 Phone: (360) 424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE MiA9C C-E7f iLItkt YJku- rc€ziU4 Wi'Pctr r sY onreg-s ($AA5fl-t NT t� {4LL I 4,14k.� 40743 . L.)-1- f-1DT L N% rety 3a H Li t>c-t-L Pv 105 _ o k_ {1 of ' epic* — 1 r-r r i:E c of reor?Jrt � )J ��Jr,�S/lam o .-\\! \ (n) .45 I F- a %i, �a, _ 0- CO N r. :2�, 3" ( (• `r.-- e ) o —ram\�_ — ft�e IZ"®c x L . @ci QC., / '3 - j� A I I 1 kskrf ve (0N+.� s7c� 64 ill c�nL, � L ,p �z I' IIJJ �lL ,11 ,.,``ff�� �� 'lis (I V ivo rcvi witct e 2411 riz-hrdsv, i ( to eb) /�_ / o 47 — 7 ‘/ 't(3\ ;-- Sn y(00 Dr] f 2 22' ---,. 1 WEST COAST ENGINEERS, Inc. SHEET NO e 17 of Structural and Civil Engineering CALCULATED BY Ike' DATE iJZi 0C+ fOr - 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE 44{. DoVJLI,6 1(Qv pc,, J— i tin j5`it C9) toPr SEc rt,r or viArt-L., ', , T 2 ..7 rEST I tr.?" _ z =1-- I{ - f , _ _ -- _ Co T I \ 6u .��4 Di- ( , , \\ @-) * o , . Ill) 1 _ .. . E ) nDvveLs ko s� — 4' I 3tr," '' / eco+ir STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design/analysis: i) Roof live load: 16 psf vii) Deck dead: 10 psf ii) Roof dead load: 15 psf viii) Exterior wall dead load: 12 psf Hi) Snow load: 25 psf ix) Interior wall dead load: 8 psf iv) Floor live: 40 psf v) Floor dead: 12 psf x) Seismic Base Shear, V = 0.135 x W. vi) Deck live: 40 psf xi) Wind: 85 mph 3-second gust wind speed, Exposure 'D', 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 Lateral Analysis and Shear Block Reinforcement Design per Geo-Report Specifications by J.B. Scott & Assoc. Dated 10/31/05 (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) 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) CONSTRUCTION DRAWINGS (PLANS FOR PERMIT&CONSTRUCTION): a) WCE recommends that the Designer / Architect submit construction drawings to WCE for review and approval prior to construction of the project. Such review and approval of full-sized plans is beyond WCE's current scope of work. 7) 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. 8) 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. 9) 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. b) Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this purpose). For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. 10) 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. 11) SHEAR BLOCK: a) Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of WCE. WCE depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. The design in this report was based on recommendations by J.B. Scott & Assoc. geotechnical report, and verbal specification of passive pressure allowable loads. The shear block reinforcement was design for 4-ft deep (immediately below the basement retaining wall footing) mono-pour block maximum soil passive pressure load. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 1,500 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. 12) STANDARD CONCRETE (APPLIES TI LATERAL DESIGN): a) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc=2,500 psi, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump = 4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 304 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. b) Waterproof Concrete. For concrete applications that are required to be waterproof, the Contractor shall use KIM admixture by Kryton International Inc. (contact Marlen Hansen (360) 650-9038). Note that air entraining must be a maximum of 5% after this admixture. Contractor shall follow manufacturer's recommendations in use of KIM. c) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and / or concrete batch plant and must not affect the minimum requirements herein. 13) CONCRETE REINFORCING (APPLIES TI LATERAL DESIGN): a) Strength, Splicing, Bending. Reinforcing bars (rebar) shall be per drawings and sketches attached, and shall be grade 60 (Fy = 60 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.3. b) Slabs. Reinforcement for slabs which will not be subjected to vehicular traffic shall be WWF, 6"x6"x10ga. or #3 at 16" O.C. each way, centered in a 4" slab. As an alternate to this reinforcing, Forta FERRO structural fiber mesh (or equivalent) may be used per the manufacturer's specific instructions and requirements below. Contact Forta at (800) 245-0306 or Marlen Hansen at (360) 650-9038. Note that the maximum slump of concrete having fiber mesh is 3". The contractor must install construction joints or saw-cuts per specs above or per Forta requirements within 12 hours of concrete placement(sooner if possible). c) Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A-185. Splice by lapping one mesh +2"all sides. d) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 inches extending beyond the bend. e) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face...3" ii) Formed surfaces in direct contact with earth 2" iii) Surfaces exposed to weather 1-1/2" iv) Surfaces exposed to salt water 3" f) Rebar Splice, Lap & Development Length. Splice, lap, and development lengths shall be per the following table(Table 1) unless noted otherwise. From ACI 318-99 Section 12.1 fc= 2,500 psi Minimum Concrete Strength Bar Diameters 2d (min.)Spacing And Examples Minimum d (min.)Clear Cover Steel Uncoated Epoxy Coated Uncoated Epoxy Coated Strength Reinf. Bar Reinf. Bar #4 #5 #6 #4 #5 #6 GR40 40,000 psi 32 d 38 d 16 in 20 in 24 in 19 in 24 in 29 in GR60 60,000 psi 48 d 58 d 24 in 30 in 36 in 29 in 36 in 43 in Notes: d =rebar diameter. If bars#7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover> 12" Table 1—Rebar Development Lengths 14) CONVENTIONAL WOOD FRAMING: a) General Construction: Pre-drill all nail holes where required to avoid splitting. Connect all wood members per these sketches, callouts, and the IBC. b) Anchor Bolts. Anchor bolts to mud sill, use 1/2" diameter x 10" embedment at 60" OC, with 2" x 2" x 3/16" heavy steel washers, wrench tight, unless otherwise shown. c) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil Selection of all metal connectors shall be per manufacturer recommendation in respect to the it • possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing connectors, etc.). For more information refer to Simpson Strong Tie 'Wood Construction Connectors' Corrosion Information (page 5). d) Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter, unless noted otherwise. 15) PRE-FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b) Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (location, exposure, end and edge distances, nails, ... etc.). The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c) Weather Exposure: All connectors exposed to weather conditions or excessive moisture shall be post hot dipped galvanized (ASTM 123 and ASTM A153), coated equivalent to Simpson Z-Max (G185, ASTM 653), or stainless steel (stainless steel connectors shall be used with stainless steel nails, bolts, and other fasteners). It is the responsibility of the general contractor to ensure that the connector chosen for treated and pressure treated wood, and/or saltwater or chlorine environments will be corrosion resistant. Do not use Ammoniacal Copper Zinc Arsenate (ACZA) wood treatment with zinc-coated fasteners. Fastener corrosion protection shall be at minimum per the Simpson manufacturer recommendations. d) Holdowns: Where holdowns are shown on the plans, Contractor shall supply the holdown, the factory specified anchor bolts, and factory specified bolts, lags, or nails that connect to the vertical member. Vertical members shall be double 2x, or single 4x material unless otherwise specified and shall be nailed to the sheathing using edge-nailing as called out for that segment of shear wall. Doubled vertical members shall be composed of either two full-height studs, or one full-height stud and one trimmer (of 6' min. length). Doubled 2x members must be nailed together using either 16d nails at 3" o.c. or using sheathing edge nailing into both members. Single vertical members shall be the full height of the wall, unless noted otherwise. Anchor bolts (for hold down attachment), which are too long to fit in the footing in a vertical orientation, may be bent in a smooth curve to a maximum of 90 degrees and extended horizontally within the footing. Horizontal portion of bend must be placed as close to the bottom of the footing as concrete cover requirements will permit. 'All -thread' may be substituted for long anchor bolts. e) Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. i) Truss and rafter holdowns H1 at each heel to double plate. 16) PREFABRICATED WOOD PRODUCTS: a) Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. The contractor shall conform to these drawings in the installation of the structural roof system. The Contractor shall ensure that adequate diagonal bracing from the roof diaphragm to the ceiling diaphragm is permanently installed. A girder truss shall be supported per plan, and if not noted in plans, at the minimum with (3) full size studs nailed to the sheathing. All girder truss supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. If the enclosed sketches include lateral forces which must be tied into manufactured trusses, the contractor/owner shall provide the truss manufacturer information about drag forces, where shown in the structural FI report and sketches. Truss overframing shall be per truss manufacturer or general contractor, unless shown herein. b) Plywood or OSB Shear Walls. All plywood on shear walls, except Type PW1, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type PW1. All shear walls shall be positively connected to horizontal diaphragms at their tops and bottoms per the Callouts herein. Plywood, use A.P.A. trademark CDX plywood unless otherwise noted. Store and install in accordance with the recommendations of A.P.A. and IBC for shear resisting vertical and horizontal diaphragms. Nails. All nails used and specified in drawings and sketches shall be common wire nails (ASTM F1667) unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Framing (studs) shall be Douglas Fir — Larch species unless otherwise noted in the plans and sketches. c) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non- blocked supports at 24" OC. Use IBC Case 1 pattern. Nail with 8d (diameter 0.131", 2-112" long)at 6" on edges, and 12" in field. Contractor to verify all span ratings. At locations of overframing, sheathing is assumed to extend to the wall top plates (under overframed roof sections) unless noted otherwise. d) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans. Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, nail floor diaphragm-using 10 penny (screw type nails recommended) at 6" on edges, 12" in field, non- blocked, per IBC Case 1 pattern. JOB 2 s.-,QC l_A- '. WEST COAST ENGINEERS, Inc. SHEET NO L! OF Structural and Civil Englneerinc / CALCULATED BY I��- DATE 1j , [o/nr"_ 1520 Parker Way #G,Mount Vernon,WA 98273 " Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE w r LI Y v lJ /,` r0 HI;gi FQpiJr eLo✓A1jn1 /V-_I'-o` I 20 PY _..E IIIIt uzA, L-s -'' IVO f� , z, �� iiiivEu r c �.I � I IlGIllUll �V' Uu GIi Iu� I. I.Ii!II•I L-m ialaI l I1 n • �r�f�l ��l�,i�l���l71 ':ea iLt. • I :I' II:�I! II li , ,eA� EL -no11 Ve-i'-ol' if"'a ! JS U`l .- ILA W [[``i - - Li �r/a�p-'�'p� p^' ^}�,,� 0] Le'1 5I G'E eL-t-'Fa'ION-t Yb11-t1-0II ' R00 I "�J '�`C4- - Fro;u 11 12c,c- ® Geo, �!!(( c . l�ttm. �'«� S4T4. 3t - CST- 'Ai • G 4 �cA 1%1A Zs --' LELf rtAJ Et-sr: _..- 1 W e11,7b Il/I _t '+01- UF-. _ I I_ III file �� [ I _- �I I�I_�iIII�I 21aIT JID&- E1.-arA ro tA. '!a"-11-0" ti if"` ',i \.........,,,',.* t el LL1 j,kya; r`l`44..) k 11 1k. • 1• tiA I ° 4: isa ;n 'y¢ I `.b i^''7y a5f..mt•' } : kJv ai }s,• . Ii i I I A '\ t c• .. `1 i, y t m.5 ?'" 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",\ai il V r. tiht, ,� F ,5 1 ;A: '1) t f' l'N k h (ry ,t R 9 c :,9". i a - .n, ,i'R 411qq� '• t' . 44 �: A rYA �I ikt �, W ` 'r\A F 1 11f it " ` t"X y" . 0 i • tia • 1° i E} P j��! ,,77yyyil ty T JJJ{ !P ',, ' Xvtypyry 4 i yt' n4 1�,,,. �! sIlt , 1 M1F 4 i I ,mx 1L t�� ,t4 �.��F ppp,F m ot, �Inof k I lea "a ml t Structural Design Loads - IBC 2003 & ASCE 7-02 L.--; Seismic Calculations - Per ASCE Project: 245-05 Allen Residence Earthquake Spectral Response Accelerations Approx. Site Location Anacortes Airport-Skagit County USGS 0.2 Second Response Ss= 118.8779 %of gravity USGS 1.0 Second Response Si = 38.34634 %of gravity Note: Assuming 5% Critical Damping, Site Class B and 2% Probability Of Exceedance In 5Q Years Site Glass Stiff Sod Profile,D(Typ.) • Building Category Residential&All Others Structures,II v (&Seismic Use) Structural System Sheathed Brg Walls As Shear Panels,R=6 • Elev. Of Top Of Building h„= 28 ft Design Categories Required Seismic For Short Period Response D Design Category For 1 Second Period Response D D 18320 Marriott Lane Height Limit(feet) 65' (NL-No Limit, NP-Not Permitted) Max Allowable Story Drift 0.02 hsx OR L/50 Seismic Base Shear V= 0.135 W Wind Loads Per ASCE 7-02 -Analytical Procedure Applicable for Main Force Resisting Systems of Rigid Buildings of All Heights Building Wind Exposure Exp D-Large Bodies Of water • Enclosure Classification Enclosed Building(Typical) • Wind Speed Type Input 3-Second Gust Wind Speed(New Higher Value) V 3-Second Gust Wind Speed 85 mph V Roof Pitch 1 6.00 /12 Hill Shape 2D Escarpment(Bluff) • Building Width Perp-To Ridge B= 84 ft Building Length Parallel To Ridge L= 56 ft Mean Height Of Roof(ft) h,,,= 24.5 ft Directionality Constant Ka= 0.85 Height of Hill or Escarpment Hh= 40 ft Narrowest Half-Width of Hill at Half-Height Lh= 82 ft Horiz. Distance From Crest To Bldg.Site x= 0 ft Topographic Factor Kr= 1.488 Gust Effect Factor G= 0.85 Velocity Press. Exposure Coefficient Kh= 1.122 IBC Load Factor for ASD Wind-1605.3.2 ru= 1,0 (Applies To All Wind Pressures) Velocity Pressure qh= 26.25 psf 250-05 IBC-Loads Calculator Analytical 11-26-05.xls 11/26/2005 Windward Wall Pressures Internal Pressure I i r -1e Interned.Value Windward Elev g Wall Internal Pressure 0-15 feet 24.10 psf _ 16.39 psf +/-4.73 psf 15-20 feet 25.34 psf 17.23 psf 20-25 feet 26.34 psf 17.91 psf _ Uplift Pressures 25-30 feet 27.19 psf 18 49 psf 30-40 feet 28.59 psf 19.44 psf GCp Constant Pressure 40-50 feet 29.72 psf 20.21 psf - 3.7 97.13 psf 50-60 feet 30.68 psf _ 20.86 psf 2.8 73.50 psf 60-70 feet 31.51 psf 21.43 psf 2.0 52.50 psf 70-80 feet 32.25 psf 21.93 psf 1 7 44.63 psf Transverse (Perp. To Ridge) Longitudinal (Parallel To Ridge) Leeward Wall Side Walls Leeward Wall Side Walls -10.52 psf -15.62 psf -11.16 psf -15.62 psf (Outward) (Outward) (Outward) (Outward) Windward Roof-Slope Windward Roof- Roof Pressures- 1 -6.00/12 Slope 2- Based On Posn. Pressure 4.00/12 Down Ridge Option 1 -5.28 psf -9.65 psf 0 to h/2 -20.08 psf Option 2 5.51 psf 0.77 psf h/2 to h -20.08 psf h to 2h -20.08 psf >2h -20.08 psf Leeward Roof-Slope Leeward Roof- 1 -6.00/12 Slope 2- 4.00/12 Typical Elements -13.39 psf -12.69 psf Mid-Wall Studs 33.60 psf (Outward) (Outward) Mid-Roof Rafters 28 35 psf Slope 1 Mid-Roof Rafters 28,35 psf Slope 2 Snow Load Calculations Per ASCE Roof Shelter Selection Partially Exposed(Typical) v Thermal Factor Warm Bidgs.w/Vented Roof&R-Value>20 V Roofing Material Obstructed,Or Unslippery Surface(Comp.,Shingle,Etc.) V Calculation Method Choice Calc.Flat Roof Snow Load Using Ground Load Provided v Input Ground Snow Load Pin= 20 psf Horiz. Dist. From Eave To Ridge Wt = 13 ft (Max. For Slope 1) Horiz. Dist. From Eave To Ridge W2= 13 ft (Max.For Slope 2) - Adjusted Flat Roof Snow Load ID(= 20.00 psf Calculated Ground Snow Load Pg= 20.00 psf Overhang I Ice Dam Load 2 x pf= N/A (Depends On Thermal Factor) Maximum Valley Snow Load Pv= 44.44 psf Reduced Snow Load For Slope 1 Psi = 20.00 psf (On Horiz.Area) Reduced Snow Load For Slope 2 Pea= 20.00 psf (On Horiz.Area) Balanced /Unbalanced Snow Loads For Hip &Gable Roofs Slope 1 -6.00/12 Pitch Left Side Right Side Case 1 -Balanced 20.00 psf 20.00 psf Case 2-One Side Only 0.00 psf 33.33 psf Case 3-Unbalanced WA N/A 250-05 IBC-Loads Calculator Analytical 11-26-05.xls 11/26/2005 Wind Pressures Per ASCE - Analytical Procedure '-- 19.44 psf Slope 1 - oyr G lei i 6.00/12 ��'�. -5.28 psf -13.39 psf 5.51 psf ' 18.49 psf .ra''-- 17.91 psf +1-4.73 psf 1 i�• 2J f tor +/-4.73 psf y 3333-3 33—17.23 psf +!-4.73 psf ..cam,s -10 52 psf .yQ, +!-4.73 psf 0-5 N 1 27,7g r rr 1 N 16.39 psf ffi W�..,. A 1 r� - 64.00ft 250-05 IBC-Loads Calculator Analytical 11-26-05.xls 11/26/2005 JOS - WEST COAST ENGINEERS, Inc. SHEET NO. L—00 OF Structural and Civil Engineering CALCULATED BY DATE 1( (JCo/ _ a 1520 ParKer Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (36D)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE - - l2 4_T a• rj— �4 - 1 Iti - ai- 1 1 Tli c IAy. 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