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HomeMy WebLinkAboutPermit File 2218 23rd Street 0920504-1 0002 07/2412009 002 102 Permit Fees 008390 $167.03 G%t Y O ti.. City of Anacortes Permit#: BLD-2009-0252 . 904 6th Street Issue date: 07/24/2009 P.O.Box 547 Expire date: 01/20/2011 :.tri;, t0; Anacortes, WA 98221-0547 Vids: ktru ..`9Co. `,f.. (360) 293-1901 Job Address: 2218 23RD ST Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-2437 Project: APN: Remarks: New elevated free-standing deck. Owner: JOHN WALKER Contractor: Address: 2218 23RD ST Address: ANACORTES WA 98221-2437 Phone: (702)575-7463 Phone: License#: General Information: Fees: Building Valuation 13000 Building Permit Fee 98.50 Plan Review Fee 64.03 State Building Code Fee 4.50 Total Calculated: 167.03 Deposits/Receipts: 0.00 Total Due: 167.03 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 GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. iii , — , q l-L_��n I^ \ if ' � l/HcA2 W A it tl YY SIGNAT `'a r •• ER OR AUTHORIZED AGENT ISSUE B Residential Building Permit Application Building Department vM, P.O. Box 547 Anacortes, WA 98221 Phone No.: 360-293-1901 FAX: 360.293.1938 SITE ADDRESS: 22 i 2.2)rc1 E 4 Name J�0t1� v e t evC�r'c\ j -cr e " �-(:7 inch (A Address ' i(/0 5 1 q-f9 et 54. deck- i t o oci i VI Gy 4stet I ITS �J AroCO#l-eS (AlA 9621 eJ City/State/Zip � Phone QQ— CiS eaFAX State License# Exp 1M43.CEL N'$$ER City of Anacortes License 'RO0'ER 'YOWNER; .,..,;- p I,, ` i �/' ..'PPlidalnt: IJEGAL-I�T+SCI2TPT;I!t)1�,:..Name John j4Jn1V.er ... .. Address 2Z II S 2 rd City/State/Zip Ain aCOr-4.e5 WA- I'ROSILCTVALUATTION ® Phone-702.-575-7`} AX �1 13, too Number of Dwelling Units E-Mail Address re4wa1Kr- Q ycihptir COM Number of Stories Building Area: t1.ArChrtfet O Desigger, Engiireer�.'A.pplicant 1s`Floor s.f. 2"d Floor s.f. Name Cckti rat Fi29 ienr 1 tiC 3`d Floor s.f. Basement s.f. `J ii J Address - I(o S S'oYl 3Lta try fi i � —h Garage s.f Carport s.f. City/State/Zip Ancicol4`25j \iv/7 gD22) Deck s.f. Lot Area s.f. Phone%0_Z9 CI—Z5)jFAX 29 -2112 E-mail Address,64-14rdy CI)4ttrAyej1iper i rCom CONTACT ApPticant; LEiNDEit, Walker� 1 LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$S,000 \ V'�/Name ` oke\ alker ._ IN VALUATION PERR�CW.. y Address Name WA City/State/Zip Address Phone FAX City/State/Zip E-mail Address Phone No. CONTINUED ON THE BACK 7,c3 o ? - 62S �1 Residential Mechanical Fixtures Fuel Type ❑ Natural Gas 0 Electric 0 Wood 0 Propane Gas 0 Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace<=100K BTU Clothes Dryer Boilers/AC/Heat Pump Gas Water Heater Gas Outlets Gas Fireplace Ventilation Fans Fireplace Insert. Stove,Appliance Other Units Range Hood Residential Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Clothes Washer Bathtub Electric Water Heater Shower Utility Sink Dishwasher Hose Bibb Hand Sink Water Piping Kitchen Sink w/Disposal Additional Fixtures I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP WORK ORDERS WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER-LICENSE. APPLICANT'S SIGNATURE DATE Last Updated 11-29-05 CONSTRUCTION DOCUMENTS FOR PROPOSED r ELEVATED,FREE STANDING DECK, LANDING AND STAIRWAY 2218 23RD STREET ANACORTES,WA "j°?% GENERAL NOTES 1.Where drawings and specifications differ, the specifications prevail. 2.All Bidders required to conduct a prebid site investigation. Refer questions to John Walker at 702-575-7463. 3. Provide details on removal of existing porch railing, modifications to existing porch deck and transition to proposed landing deck. 4. Minimum construction requirements,where not specified or shown, shall be as specified in the "Design for Code Acceptance, Prescriptive Residential Wood Deck Construction Guide', published by American Forest and Paper Association, 2008. 5. Grade control will consist of existing porch elevation and a grade stake positioned approximately at the center of the proposed elevated deck to establish "average grade level"as required by Section 17.06.390 Height, Building of the Anacortes Zoning Ordinance. 8. Remove beam ends or excess material or demolition material from property. 9. Include in bid cost to remove old fencing material under existing porch. SPECIFICATIONS FOR FREE-STANDING, ELEVATED DECKS 2218 23RD ST. ANACORTES,WA BEAMS: HEM-FIR NO. 2 OR BETTER. PRESSURE TREATED. SMOOTH 4 SIDES COLUMNS: HEM- FIR NO. 2 OR BETTER, SMOOTH 4 SIDES, PRESSURE TREATED. DECKING: WESTERN RED CEDAR. WRCLA CUSTOM KNOTTY, SMOOTH 4 SIDES JOISTS: HEM- FIR NO. 2 OR BETTER, PRESSURE TREATED CONCRETE FOOTINGS:2,500 PSI CONCRETE, 'A" MAX. AGGREGATE SIZE. COLUMN BASES: SIMPSON CB 88 AND CB 66 OR PB44, GALVANIZED COLUMN CAP: SIMPSON BC4(FOR SINGLE 4X4 SUPPORT POST) JOIST/BEAM CONNECTORS: SIMPSON H1 OR H2.5 HURRICANE TIES SCREWS, NAILS, FASTENERS: STAINLESS STEEL. NUTS, BOLTS,WASHERS: GALVANIZED, OR STAINLESS STEEL. PAINT: . ONE COAT, NO PRIMER. OWNER TO FURNISH PAINT. PAINTING SHALL BE LIMITED TO PAINTING INTERIOR AND RIM JOISTS BEFORE PLACEMENT OF DECKING AND BEFORE CONSTRUCTION FOR THOSE SURFACES THAT WILL BECOME NON-EXPOSED AFTER CONSTRUCTION SUCH AS UNDERNEATH WHERE HOLDDOWNS, CONNECTORS OR JOIST HANGERS ARE PLACED. OWNER WILL PAINT ALL OTHER SURFACES TO RECEIVE PAINT. DECK PENETRATING OIL: PENOFIN ULTRA PREMIUM,TRANSPARENT CEDAR. TREAT ALL SIDES AND ENDS OF CEDAR DECKING. RAILING SYSTEM: MANUFACTURER: WESTERN CLEAR VIEW RAILING SYSTEMS. HEIGHT: 36 INCHES FOR ELEV. DECK AND STAIRS.TOP RAIL PROFILE ROUND COLOR WHITE.STYLE PICKET FOR STAIRS;GLASS FOR ELEVATED DECK. DECK SURFACE:WOOD. POST ATTACHMENT: FASCIA MOUNT FOR STAIRS AND DECK. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. INCLUDE SIMPSON DTT2Z RAIL MOUNT SYSTEM AND HD2A HOLDOWNS WHERE BLOCKING IS REQUIRED. BLOCK ALL RAIL CONNECTIONS WHERE RAILING IS PERPENDICULAR TO SUPPORT BEAM OR WHERE JOISTS AND RAIL CONNECTION ARE NOT ALIGNED AT RAIL POST LOCATION. _ nacor*es I ZZJt� �jF L2Vb 1 \--3 [ \ • , \ a 9 \ ......_-\\ t 1 1kpk'D `p�G,� 0' .5 .---3 �� Y __________----- VIL. oO L- — 1 -- %0 1`_ Crep.Y C\-100 e) 1 C 2Z Lat5 \INJ MGc ILvwc-sOs wzsie cimiovk 1100010000 v:Irth;:v cod‘o‘5: i°tSom a``'N� 112$ eg \ FOOTING -`DaTPilk.S FOR L/�NDING ELEV. �ja�s ' Eol . 0 C8 Cam o -- - - - - - N - -- 4. � , a y [o rn�n, C / a r MC's 2. t i h r n- 4- - 12 r ! D r v v V 11" e ---- I LNG �C -c- . o.F.- o 0 n b A riff\ \.. & 3 s \ n � N / 0 01/41'1 A ** t \,_ N't ( * , 11 t LPN-DING , J 0 SST 13FAIA LAYOUT- A r. - x i 5-4 f5 por,�1-1 , 9 ex'}. wooa , ,...,„ , w11 .nSi , __a.,,,„ , iI aa ; I I /�— • ZX�, r ty, III ;ois+= izzAv-- 4. 4...----,.._is 6. �--- 5 �� �ri barn pi- . r s z" &" .l4-em Flit- Quo, 2 NOTES : PT ,� doable ez x0 s ‘Co r cn rvdct o/c To - acovlate i. A ach i 10 Knee broce5 Jo s-Vs uscv J � l *- S DETktL-- 55 Screws S- I tT5_ lalndi v�9 to: ro rck 2, 2"XCo " wes- • P conrecHon it ii i q ” eX, 2x6, Cec6r. cjeck i 5 - - ex. 2k4 - dedir, Choi shown 3. Support atlx184 ease -bectnn � =111 - \own w/ exi5'c\ns / . (o"X 10"' beam w/ q,/X4y 4! Pr Al-6 1 4 col , cc, lls..�_—a—., F051. . Use P nut - !' k PB44 � e' hew 2"X8 , i1evi 44-%2�bot+5 rim ,3oist ,, ,LISe 44' be setts 1 <hew deck; tot' - l0k1Du 1 4 , Place 5 kovv r�� I - new hewn I Su O' D ; *ex?: y ' new�X4 . P�}new PP m id point edgecearn i-FF 1 ) LA ING_ PROFILE 50-UTl ''. VtE\n/_ tits I 1,, „In ay Wes red ce,Adr clecki n5 beam i �S r/�Ail_ 4X6 ' 0-F lOo,z vc 25es Fir \ cotxco"' We No. Z P-r rim JchSt 4k9" Caumn5 (1) ro= 4 PPS 44 co\. ktttse _ V/ 1 , on4ruc+ A J pic e+ raitIInc\ ma{chOnq txis-k-‘v-N3 railsnc3 ovit porch , erce --1- w/ -cosda rnauwt ( rcittlni no+ shown) 2, Const'roci- Knee braces soufin 5ice only E.ac}e n to fQ&Y\ 5u Oeor-F i 3eawi t e4o11 - BOSC46 io 15't 1}tGER EA 5 i DE i I/ 7 -1 i 446' / • • OEAti ,�✓ 000 / i Imo_ tic.9 Column At'SA" - suPRDRr Peer 72 co - EL IATE-D ; DECK i o5T 4 fr-��, wk }FL.P-JN 1 il EX 15-rtUG 1 :__>._ • z 14005E 1 Ctsr NG MKt A•t_ PL cAtoopY 31 E 1 I K 17, - e end Z' Iz` i N 4 e may, ; C " F PT coluwsil 4 Xt2r ►} . ; ' cxct 1 rk k-e la 1'.nee brace S`l con ec� h � ',/2 %IQ4F1�;P IR r vuES lZti1 5 I ) 1 , @ 24"cYce -----___.. ` cr 4,4 R • x IZ" boE1n saes 25(10 m RI rn 3o..5{- sax 9n 4 51c`es IM_FIR coLUMMS UQTE 5 : �!t). 'Z. PT I , firov;de blac..k'nns I i = '-o t a 'A•l ac , r,,n'i ',pi -� 10 4 ?BIZ" b egrr -for ra‘lin5. re - - +le k sysf-ens (•frasciia rnatn'l"� jois}- e�45_ w�3- to X 5 s5 •v,)ooc4 _screws (o . AtIcaln deckin_ft -'co joi�}5 05in 4 a 2 , Ptov ire bl cx- . n� h wee n Lea 615 Q i nI ec�& t sews 3 , Provide 55 H I lour'cane -dies -cor ea `join+ .1otot /6ea,n cov1rnec+ians di , Rau 1',hA hod- - 51^own -Vor claI'iiry . tn5-6 ELEVATIDo yIEW - ELEVATED DECK r Sou-nt v1 w 2rx ip"' 2k la - F4 F t1k0,2 J015T5 PT z�Cv w.R�D J6 �ot / C�DlkP 24'" O/G / DUCKING 4 sus J 14 A f 1 ; ,! ;; - - y ,�; 2 '/ I ; 2' 1 z!Gr 44„ ,„ i.,.. ,,R. u �� ' " 4 !Jotz . 5Ei4M FT µF _NO.2 - (a) Knee Bracts (4-) 13' 1 I sTAL<_ Gk-1 der aI15 - /�/ g`x$ 4EM --ntR PT /, COLUMNS (4) ii �— �-� _--- _/ N O.E5 ; I1, Due *-P c\n 'inc t-ade5, corck-rOCFor 4--n II de'-er nil i vi e column le ng+-k5 . o>; hicU ti ri }-uric , cr un1 e -4 - 12 ' Bk6 colunnns 2 , DECK ELEV, i5 IS' FROM "AVER, GT.IPDE LE.vEL ( See t-t cE 5 it.1 GcNCt 1- wares) 6LV MO/pEc c CAM Air Ac‘-‘ MEWr tuts ., vitae 4''x 1211 Al\ > 2;4: 0 Its BEiti\ Most BAR WMOMM lE ON NOTCI} /11. cSC(o" OR �io'cct - (u hMN ;To 845( AnAc 4i Bel1/4M5 c oL.v M N 6175r _ 12 QO t RE M ENTS ?- 5-Era r s Ore,i - +o be ad! wide , 3 +noc, 1 - y ec.� ' er Ien �e�k .j /' YrOW,� 10r,d i nJc +0 beta rr 1'ln c?-5 C -tear_ span ' Treacly +o - be Z Z"X(o" l-1em fir }\)o . Z w 1" notions , TYead Yun ,O - - r5 1 N he I w� max 3 +R� � i� �1-�ickv,ess hey l� 5 Cr-1-r ac'C s +0 a e- e n e xec rnvtcvte, e f len�11 S r;v�nc.er r15 tax , 1 d froM ara1'inr elev', +a -b.p aer ( elev, b. tr no* skown . sea SpCC , z xt.4 GYP, nal -4 4- - t " riser - \ il Vt�9'nq MAX. 1)/21 Yise 1 fre--7 tog 4-recta run LV 5Arinner (3) Fktsrt IN6 EX 1St kie. i ►FOR(li ElOUSE MWTAt- CA-Nor( . ------ t la 141( _ / re I °PEN Z /,Gn g''�� 22°' fir, 4r\m -to edge of dec1� n el 4 4 T k 3' soup wood - ray l 3 ' sr�41Rs . �wzLtti� / n 5' } CFRt5ctA 111ou1.1r) 1i ' cr /<--- 51•--sti . i 3' P+cKET 1 STILE 17' , f 0 3 FICKET ctYLE 2 Cm ex`&v\+5 wow) rat ( iv') J 3 ' GLAss PANCL 1R.AILINC Z NOTES '. H 9, INs m-i- . WOAD PANEL TeMl-1LIGi TIU<art- A GLASS PANEL. RAlU G wrrLA- FACCl/{ MOUNT A1Tit-tilvtEMT I PE-R. PaTACAED terA1L • - CA4N 0 'tE\ M6MN\3 FPcCCURER5 RWGbRIMEMDPErlON3S a=DR Act-Si Nl . 12Ac1L1'NGg) 2. SEE 5c'c_C . FOP. P1G3/4r- # GLASS FA-Ex L RSQu1ReME PTS , 5, CoNTKAGTDK 5}}-Au_ PE RrsFbUSiBLE PoR PNPrL F)OTACES 1i 1- FYouT 1 OF TRP-ILING5 , 1- �'ot it C-ToR , wI LL 8€ sFoJ5IaiL_E -FOR Gok N C stRvCTI °PEN ►N6 • it.) EXSI-I PG Wrjnt) PORC1} ?M LU UJG. Drco t l 1 D,w►ens1/4on 5own ore -cur- P ev, deck. • .ill i 4IHFN2 PT L C:-4 B �8 . Bk12 HFX2 PT t N, cc 88 GG !o(v c9 r r` C la✓�a''�� C-�1ev, clack-) INTO MAIN MEMBERYTYP FOMENT • • r - 1. !WW2PTPOST • 3 t _ \el, e'�eti' , a,ecK- oxe 40(0 * . eke Voir it lint r % 61 le I fort 4 1 1 Rill- i NC, ATT Ic NANA ENT 16" PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE GUARD POST ATTACHMENTS GUARD POST TO OUTSIDE JOIST: Guard posts Deck guard posts shall be a minimum 4x4(nominal) for guards which run parallel to the deck joists shall be No.2 or higher grade(for species listed in Table 1)with attached to the outside joist per Figure 25. an adjusted bending design value not less than 1,050 psi. Figure 25: Guard Post to Outside Joist Example see FIGURE 24 for guard �� component attachment ;, requirements guard posts may be located on either side at first interior bay,provide of the outside joist 2x blocking at guard posts with hold-down anchors; attach blocking with 10d guard post common nails top and bottom,each side (2)1/2"dia.thru- _' outside-joist bolts and washers I•11 \ �� sa 2"min. I'�•; �ENM w 2-1/2"min.and 5"max. 2"min. :�a guard outside-joist SECTION post' PLAN VIEW 'guard posts can be installed as shown in Figure 26(between joists)if blocking is installed as shown above within 12'of each side of the post GUARD POST TO RIM JOIST: Guard posts for deck joists.There shall be a minimum of two /2" guards that run perpendicular to the deck joists shall be diameter bolts at the hold-down anchors'attachment to attached to the rim joist in accordance with Figure 26. the joist.Only hold-down anchor models meeting these As shown in Figure 26,hold-down anchors must be minimum requirements shall be used. installed to attach the guard post and rim joist to the Figure 26: Guard Post to Rim Joist Example see FIGURE 24 forguard -� hold-down anchor ie component attachment requirements joists ridoet guard post align guard ali• __ guard post post at joist locations hold-down anchor !i rim joist eon rim joist .alai m ri_mum hold-down anchor minimum(2)1/2" r7(.r:ll 2"min. 1 diameter thru- —_li 2-1/2"min.and 5"max. bolts and . "min. washers joist rim joist at joist location between joists SECTION PLAN VIEWS American Wood Council (� SPECIFICATIONS FOR FREE-STANDING,ELEVATED DECKS 2218 23RD ST. ANACORTES,WA BEAMS: HEM-FIR NO. 2 OR BETTER. PRESSURE TREATED. SMOOTH 4 SIDES COLUMNS: HEM -FIR NO. 2 OR BETTER, SMOOTH 4 SIDES, PRESSURE TREATED. (DELETE COPPER NAPTHENATE TREATMENT). DECKING: WESTERN RED CEDAR. TIGHT KNOT, SMOOTH 4 SIDES JOISTS: HEM- FIR NO. 2 OR BETTER, PRESSURE TREATED CONCRETE FOOTINGS: 2,500 PSI CONCRETE, %" MAX. AGGREGATE SIZE. (DELETE BATCH PLANT ONLY AND VIBRATION REQUIREMENT) COLUMN BASES: SIMPSON CB 88 AND CB 66, HOT DIPPED GALVANIZED COLUMN CAPS: SIMPSON CC88 AND CC66, HOT DIPPED GALVANIZED JOIST/BEAM CONNECTORS: SIMPSON H1 OR H2.5 HURRICANE TIES, STAINLESS STEEL RIM JOIST CORNER CONNECTORS: SIMPSON HUC 210-2 ( DOUBLE 2x10'S) GALVANIZED (DELETE STAINLESS STEEL REQUIREMENT) SCREWS, NAILS, FASTENERS: STAINLESS STEEL. NUTS, BOLTS,WASHERS: HOT DIPPED GALVANIZED, OR STAINLESS STEEL. PAINT: DURATION EXTERIOR LATEX PAINT MANUFACTURED BY SHERWIN-WILLIAMS. WHITE, SATIN FINISH, ONE COAT, NO PRIMER. PAINT ALL SURFACES EXCEPT CEDAR DECKING. PAINT SHALL BE APPLIED BEFORE CONSTRUCTION FOR THOSE SURFACES THAT WILL BECOME NON-EXPOSED AFTER CONSTRUCTION. j PAINT ALL GALVANIZED OR STAINLESS METAL CONNECTOR SURFACES AROUND RIM JOISTS, BEAMS OR COLUMNS. GALVANIZED ITEMS TO BE PAINTED SHALL BE CLEANED WITH A SOLVENT OR ALKALINE SOLUTION FOLLOWED BY AN ACID WASH (ETCHING SOLUTION). DECK PENETRATING OIL: PENOFIN ULTRA PREMIUM, TRANSPARENT CEDAR. TREAT ALL SIDES AND ENDS OF CEDAR DECKING. RAILING SYSTEM: MANUFACTURER: WESTERN CLEAR VIEW RAILING SYSTEMS. HEIGHT: 42 INCHES FOR DECK, LANDING AND STAIRS. TOP RAIL PROFILE: ROUND COLOR: WHITE. STYLE: PICKET FOR STAIRS, GLASS FOR LANDING AND DECK. DECK SURFACE: WOOD. POST ATTACHMENT: FASCIA MOUNT INSTALL PER MANUFACTURER'S RECOMMENDATIONS. INCLUDE SIMPSON DTT2Z RAIL MOUNT SYSTEM AND HD2A HOLDOWNS WHERE BLOCKING IS REQUIRED. BLOCK ALL RAIL CONNECTIONS WHERE RAILING IS PERPENDICULAR TO SUPPORT BEAM OR WHERE JOISTS AND RAIL CONNECTION ARE NOT ALIGNED AT RAIL POST LOCATION. REVISION NO. 1, JULY 15, 2009-SHOWN IN BLUE HIGHLIGHT ZZIS 2.3rc4 5E. / . Rlnacoest1 q TS1 r 1 ti ; l { I 'FL. }F RD'! PlkoV- te4cranwP .51 DING lefte ev deck .-Y� I I 11 AM den cr'tie o VI t I A- a i ex1S14r`q Tord• J c-' r � ki` &Lid') 0 y CITY OF ANACORTES PERMI I VENTER I APPROVED PLANS 1 si 11I j a1 _-._ R IITNO. - i ( rear o'F ' ex1's4lr,, - ''„ APPROVED By. f, EA"1,' house ) SUBJECT TO FIELD INSPECTION. OvER sIGIr' ' OR V OLAT'ON OF CODE IS NOT INCLUDED. , - - 1 2Z _ 18 Z�jic� , AwP -oK►ES; WA f 140LE I ENO_ FOKC N 1 h 1 1' S 11111 � I IIII11 (111111I przo ek . . EE STAND113(r SO Fcx t'AC0ES: DEc.K k tiSE; (i2s FRS sWt)I uG n , oP n2-.2 WT} 7, DIN` - 31 N PLPty v tEw ` 1•1T.5 , - - PL - IIMT'et Rat 1 r1( FOOT LNG - - - - 'DE-t'At L5 • • 88 or C8 �rr5 n Cownnu 5115E m;n. 6* d i. o a <igaI Q —N,3u n • n n it. :. a VI 1g° —I IZ' L!s eci way �b a q A e PLAN n ° is,` ° - NT5- - - - r REV \5%0►\3 NO, 1 • JOLC 15 , 2001 22t a - 23rd- S.V. Anxor+e,, wit LANDING - 30161 4 BEMA PLAN \ I 'V r ' . i - w,-Rea cecior_ 4 E -' r— df-kinA w/ 4115pacer- 6/ F' No,21iearne ' :cy C� ' N o+es col u rn ns_ PT' — 5� 5 1 I . See S-cj\r ca\ay., -co, 4ouljl e 2_ x6 vi rn &air de•}alls . / jobs Eft . .6pceMen4 4'nr 9 5icl e5. skgtr5 A la►aing ir, ge Z//x S n Jots -s ; 4e*elr minim b., cor4rac--or. ‘2 // I� -kir• 2, A- 0ch cEG i- 4o oi5'�L.5 , Ott _. 2-_1',. rs-Falrl�ess •• eel 5CreW5 ea ' jo\s+ , i 1 1 j LANDItfl vIE - - - - - Val - - spU-r}} V I Ew1 dS: zz z3 Arlocork5, WA z xco t< 5 wed • Rse,\ Cetlar � � � double Z" cS" Iri s(�act %' 1'K ':.. 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Peovide bla.k'i n I i _ 4o 6, 44 .V rim ' 1 +5 --1-o S ), Ivheam -cob- ra1ilna rigs •p +'�e l E- sys-en-i (-Fr mount) ,Disk ertils w�3-� 10 ' X $ 55 -W004 screws I 2 . Ugl 5\mpssr) % iVG 210-z -1-a a&oc-h'. aoc Lde Z"X ►o" ri► n 3o;s6s 7. 146 c ki #-o a+ corners 1.- , ,10it5 .05i - �k 8 3. Provlde b1ac-k pm i between beams -#a1nle5s -5 ( saew, ovine 5 "v ri e is 1014,4. Pr 5 H E1 r- can � for E'a , s+' .301 -F_76arv1 Gon»ec-'1-ioh5 S Rai l w cla riky ELEVATIop YIEv_ LEV P T)�LK - - - ATE SOUtt* V J E W • • • Jost* , - 2"xi d' 2 (a.g IV.RE D 2)< ►0 14. E, tab,2 j0$5t5 ri- ' io }S ccvve nn I0u O�G = VI , v .ii N II - - �sties II', ,; � �. Z' ' 1 1 , Z ,G. - ��X�:: 2,6, i 63( 121 �1 E►h FI Q ' Wo, Z 8E4M FT L µ F N0.2 ' • CZ) Knee •-,,-Srodc s (4.) I IYl STALL — - _ a i dcl-al15 A/ g-x8 gait -FAR PT COLUMNS (g) >"----a ---- r- -- , - 1 L -' ra / 1. Due -�-o_ ckia v� inr� -�s corc}rac+or �-)a II J&l ern�'r>7e colurimn - Ien�a-hs 'ter Coi� ri� ..5 -ipurea,5 , as6., e 4 - to ek.B cplunnns stAIR-' l `IMiMILS . SfllTf E{ I� ELEN, 1 - I I ' 6ti.addva; / ;ce itioi'tn e; HGl fR r ® 5 4 `$ , Top r-E/r:1f/� - - GPu12! {/ ire 7 J 64,xIZ di '` i - FIR 10,0 run No,2+yP. SDI-1 D , 51-RINGERS i. a 'f 10 / 7 z ,Zh"rise s / v�tzr tc/�>_ �15 t — — IS -�ron� - i " �, 3 X t2 " we5TERN REO MPAR TRRADS — - -T -t•'t qDS ACRE " WIDE NOTES : 1. AncH 5--MitcERS TO ELEv. DEc-K R(14 aotsrs (i SLE. ZNX IO }) W/ SIMFSot 1IUC cox IZcONN€c,T•OR / a-MA:X 1 Co41"tNV , A, (Orliroc'I-or \ 2, A1tttCb+ TREADS W/SSSItf,FSot '"A de-Vern/line eXca- IDI stay IRCASE Jst1i-E OR W-- D Ien5th ac t;c1 gt.00KILJG, skci - S1-rtY33et5 $ I .1aiY \oca-kion on 3. CovIT-RACTog. To PROv IDE AIL. elev. deck, 4 le.YIZ LANDING CONNEc.Ttow Folk l cma i n Jc , .STR INGE 125. USE I BL-E- joists FOR CLc5Es"t 3Os'r' SE%EkTI+ Sou D sv&t R 5TRIlMGCRS AT • LANQo t NG Dail 11 Grpr I ... vZ + nF#2ar 1 N. „as8irsl‘ ' (oip (9( Lc1w. G , e 1 to w GAL mesa - ow mAit4 v Log*clip .i i 10302 pl.Fog Y • • ---- ___ _____ _ _ ______.` St A -,, I PA \ li,Cg \ \ t:GA fa \ cvci * I * NcAPIAP.3- \ arb a ��P na\� it - - STURDY ENGINEERING CORPOR AT ION Civil • Structural Date: June 26, 2009 Job No. 1536-001 Deck Analysis for: John Walker Proposed Deck Addition 2218 23rd St. Anacortes, WA Building Code 2006 IRC Seismic Design Category: D Ss Si Fa - Wind: 85-mph Exp 'B' Roof Snow/ Roof Dead: 25/5-psf Floor Live / Floor Dead: 40/10-psf Required Soil Bearing: 1,500-psf Note: Sturdy Engineering Corporation does not assume any liability for elements that are not specifically addressed in this analysis. This report is valid only for the specific project shown above and herein. Any sheets, which are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendum). cr .( e Contents: Page .° iuf ss'6"r'y Deck framing 1-5 �` M Suggested revisions to plans 6-13 Suggested bracing details 14-16 Prescriptive Residential Wood Reference material Y P Deck Construction Guide 2'• .4 r,< T v G(Z4n9 7168 San Juan Hill Ln. • Anacortes, Washington 98221 • Phone: (360) 299-2511 • Fax: (360) 299-2698 E-mail: sturdy@sturdyengineering.com - 1 -1- COMPANY PROJECT 111111 i Woo dWo r kS Sturdy Engineering ® June 24,200916.22 SOFTWARE FOR WOOD OFSIGN Stair treads 3-0 Design Check Calculation Sheet suer80 LOADS: Load Type Distribution Pat- Location Lft) Magnitude Unit tern Start End Start End Loadl Dead Full UDL 5.0 plf Load2 Live Full UDL 40.0 pit MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in): r Dead 7 i„k Tote 60 60 Total 76 76 Bearing: Load Comb 02 02 Length 000 000 CD 1.0000 basing length for 1,1.for beams is 1/2'for eMenor supports Lumber-soft,Hem-Fir,No.2,3x12" Self-weight of 5.81 plf included in loads; Lateral support:top=at supports,bottom=at supports;Oblique angle:90.0[deg]; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 0 Fv' = 120 fv/Fv' 0.00 y-y fv = 2 Fv' = 120 fv/Fv 0.01 Biaxial fix / Fvx' + Ivy / Fvy' 0.01 Bendingt+) x-x fb = 0 Fb' . 672 fb/Fb' 0.00 y-y fb = 59 FD' = 016 fb/Fb' 0.07 Biaxial 3.9-3: fbl/Fb1'-fb2/Fb2'/(1-(fbl)Fbe)-2) 0.07 Dead Defl'n -0.00 - cL/999 Live Def1'n -0.00 . 4L/999 0.08 = L/480 0.05 Total Defl'n -0.01 = <L/999 0.15 = L/240 0.04 ADDITIONAL DATA: FACTORS: FtE CD CM Ct CL CF Ceu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fvy' 150 1.00 1.00 1.00 - - - - 1.00 0.BO 2 ' Pb'+ 850 1.00 1.00 1.00 0.988 1.000 1.00 1.00 1.00 0.80 2 Eby' 850 1.00 1.00 1.00 1.000 1.000 1.20 1.00 1.00 0.80 2 Fcp' 405 1.00 1.00 - - - - 1.00 1.00 E. 1.3 million 1.00 1.00 - - - - 1.00 0.95 2 Burin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 2 Shear : LC #2 = D+L, V = 76, V design = 29 1bs Bending(+): LC #2 D+L, M e 57 lbs-ft Deflection: LC #2 . D+L EI = 386e06 lb-in2 Ely = 19e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (0=dead L-live S=snow W=wind I=impact C=Construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2 Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 3.Roof Dead @ 12-pst 4.Roof Snow @ 25-psf 5.Floor Dead©12-psf 6 Floor Live @ 40-psf 7.Ou Soil @ 1,500-psf II -2- COMPANY PROJECT ' Sturdy Engineering di WoodWorks® June 24,200916:26 SOFTWARE FOR WOOD DESIGN Stair Stringer 12-6 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Fat- Location (ft] Magnitude Unit .tern Start End Start end Lnadl Dead Pull Area 5.00 (1.50). pet Wadi Live Full Area 40.00 (1.50). pat *Tributary Mr th (ft) MAXIMUM REACTIONS(ibs)and BEARING LENGTHS(in): • 15 5 G4 ? a -•>£ e,-Fa 1x.�"�,"i yt.y� 1i e 5 Y, 41-er � '�",+y.> 54:^-... rw-,k:P:tr:.. A Mfi %t 1a -0 hiR iY t 'L CS 24V�Y+. Ef V '• ..j;. ea t s �"n a - i'i: SF+.e:.+ „cry:, 'r rid £i ( ' � I7• � P�4,". s 3, / r_e' aw.r.�. III A 10' 2'6' Dead 59 54 Live 375 375 Total507 50707 Bearing: : F•theta 347 400 Load Comb 42 M2 Length 0.50* 0.50* Cb 1.00 1.00 "Min.bearing length for beams is 1/2"for extenor supports Timber-soft,Hem-Fir,No.2,6x10" Pitch.8.8/1Z;Total length:16-5.64';Self-weight of 10.79 plf included in loads: IG Lateral support top=at supports,bottom=at supports;Oblique angle:90.0[deg]: Analysis vs.Allowable Stress(psi)and Deflection(in)using Nos 2005: Criterion Anal ere Value Design value Analysis/Design Shear x-x fv - 0 Fv' = 212 fv/Fv. . 0.00 v y-y fv . 11 F . 112 fv/Fv. 0.10 Biaxial £Vx / Fvx' a fvy / Fey. Bending(e) x-x fb . 0 Fb' . 540 fb/Pb' . 0.00 y-y fb = 404 Ph' . 540 fb/Fb• = 0.75 Biaxial 3.9-3: fbi/Fbl• fb2/14b2'/(1-(fbl FhB1^2) = 0.75 Dead Defl•n -0.14 = <L/999 Live Deflin -0.37 . L/506 0.39 = L/480 0.95 Total Deflin -0.57 = L/323 0.77 . L/240 0.74 ADDITIONAL DATA: FACTORS: FIE CD CM Ct CL CF CEu Cr Cfrt Ci Cn LCM Fe' 140 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fvy. 140 1.00 1.00 1.00 - - - - 1.00 0.80 - 2 Fb'a 675 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Eby' 675 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Pop.. 405 1.00 1.00 - - - - 1.00 1.00 -B. 2.1 million 1.00 1.00 - - - - 1.00 0.95 - 2 0.40 million 1.00 1.00 - - - - 1.00 0.95 - 2 Shear : LC 82 = D+L, V . 417, V design = 373 lbe Bending(+): LC M2 = DaL, M . 1614 lba-ft Deflection: LC 112 . MA, EI = 932e06 lb-vn2 8Zy = 145e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) a Live Wad Deflection. Bearing: Allowable bearing at an angle P.theta calculated for each support as per NUS 3.10.3 (D=dead L=live S=snow M=wind I=impact C.cormtruction Le=concentrated) (All LC'e are listed in the Analysis output) Wad combinations: ICC-IBC DESIGN NOTES: 1.Please verify Net the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shell be laterally supported according to the provisions of NOS Clause 4.4.1. 3.SLOPED BEAMS:level beanng is required for all sloped beams. 4.Roof Dead @ 12-psf 5.Roof Snow @ 25-psf 6.Floor Dead @ 12-psf 7.Floor live @ 40-psf 8.Ou Soil*1,500-psf 3 COMPANY PROJECT JOkH \V4Ik"�-r Sturdy Engineering Woodworks® June 24,200916:01 SOF1 W A RE FOR WOOD DESIGN floor joists 2-0 6-0 2-0 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location Ift] Magnitude Unit tern Start End Start End Loadl Dead 'Full Area No - 10.00 (16.0)* psf Load2 Live Full Area Yes 40.00 (16.0)* psf *Tributary Width (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): Dead 67 50 67 Live 284 264 Total 359 nos 359 Bearing: Load Comb #0 #5 #8 #0 Length 0.00 0.50R 0.50• 0.00 Cb ' 0.00 1.75 1.75 0.00 'Min.bearing length for joists is 1/2"for intermediate supports Lumber-soft,Hem-Fir, No.2,2x6" Floor joist spaced at 16"c/c;Self-weight of 1.7 plf included in loads; Lateral support top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear £v = 35 Fv' = 120 fv/Fv' = 0.29 Bending(+) fb = 440 Fb' = 1017 fb/Fb' = 0.43 1 Bending(-) fb = 217 Pb' = 942 fb/Fb' = 0.23 Deflection: Interior Dead 0.01 = cL/999 Live 0.06 = cL/999 0.15 = L/480 0.40 Total 0.07 = L/994 0.30 = L/240 0.24 Cantil. Dead -0.00 = cL/999 Live -0.06 = L/371 0.10 = L/240 0.65 Total -0.07 = L/339 0.20 = L/120 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 5 Pb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 0.80 - 4 Fb'- 850 1.00 1.00 1.00 0.927 1.300 1.00 1.15 1.00 0.80 - 3 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 4 Shear : LC #5 = D+L (pattern: LL_), V = 223, V design = 191 lbs Bending(+): LC #4 = D+L (pattern: L_), M = 277 lbs-ft Bending(-): LC #3 = D+L (pattern: I, ), M = 137 lbs-ft Deflection: LC #4 = D+L (pattern: L ) EI = 27e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: a=S/2, X=L+S or L+C, =no pattern load in this span) Load combinations: ICC-IBC DESIGN NOTES: 1.Please venfy that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govem design. 5.Roof Dead @ 12-psf 6.Roof Snow @ 25-psf 7.Floor Dead @ 12-psf 8.Floor Live @ 40-psf • 9.Cu Soil @ 1,500-psf -4- COMPANY PROJECT Sturdy Engineering WoodWorks® June 24,2009 16:05 SOFTWARE FOR WOOD DESIGN Ftool-Bt4Mr14r.. Seer-joists 2-0 11-0 2-0 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL No 50.0 plf Load2 Live Full UDL Yes 213.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : ,� .. -. x�' � r r tk u17'� " aF r 9x"fir x yoy�''� n m; ✓.A f'`A' 1'" ,� 6��,fs" ,S44: ,, li)i,.ya ,r�rc 'k* ' ,iY, „+; i -,.. k #n'e a • �x�l.tmr+^z$e af4'-'aim+ s�� ,f; � .+ e"SD ,. ;ti]i) sa, A S 0' 2' 13' 15' Dead 375 375 Live 1636 1636 Total 2109 2109 Bearing: Load Comb #0 #5 #8 #0 Length 0.00 0.81 0.81 0.00 Cb 0.00. 1.46 1.46 0.00 Timber-soft, Hem-Fir, No.2,6x12" Self-weight of 13.06 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 31 Fv' = 112 fv/Fv' = 0.27 Bending(+) fb = 401 Fb' = 536 fb/Fb' = 0.75 Bending(-) fb = 55 Fb' = 539 fb/Pb' = 0.10 Deflection: Interior Dead 0.02 = <L/999 _ Live 0.10 = <L/999 0.27 = L/480 0.35 Total 0.13 = L/997 0.55 = L/240 0.24 Cantil. Dead -0.01 = <L/999 Live -0.06 = L/428 0.10 = L/240 0.56 Total -0.08 = L/317 0.20 = L/120 0.38 ADDITIONAL DATA: Q '1t 1,4 c u,, FACTORS: F/E CD CM Ct CL CP Cfu Cr Cfrt Ci Cn LC# ✓a ( 1500 P Fv' 140 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 5 �0,. 2/ L X. f/ ' Pb'- 675 1.00 1.00 1.00 0.999 1.000 1.00 1.00 1.00 0.80 - 2 *11 a y1 D /d. ID . 7� Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - iT El 1.1 million 1.00 1.00 - - - - 1.00 0.95 - 4 &min' 0.40 million 1.00 1.00 - - - - 1.00 0.95 - 4 Shear : LC #5 = D+L (pattern: LL ), V = 1557, V design = 1293 lbs Bending(+) : LC #4 = D+L (pattern: L_), M = 4049 lbs-ft Bending(-) : LC #2 = D+L, M = 552 lbs-ft Deflection: LC #4 = D+L (pattern: L ) EI = 767e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D.-dead L=live S=snow N.-wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. 5.Roof Dead @ 12-psf 6.Roof Snow @ 25-psf 7.Floor Dead @ 12-psf 8.Floor Live @ 40-psf 9.Ou Soil @ 1,500-psf -5- COMPANY PROJECT Sturdg di WoodWorks' June ,200916:1 June 24,2009 16:14 SOFTWARE FOR W0000FSIGN Columns 14-0 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern - Start End Start End Loadl Dead Axial (Ecc. = 0.25") 375 lbs Load2 Live Axial (Ecc. = 0.25") 1636 lbs MAXIMUM REACTIONS(lbs): +o�ti a 0' 14' Timber-soft, Hem-Fir, No.2, 6x6" Self-weight of 6.25 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb:1.00 x 14.00=14.00[ft];Ke x Ld: 1.00 x 14.00=14.00[ft]; Analysis vs.Allowable Stress (psi)and Deflection(in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial fc = 69 Fc' = 292 fc/Fc' = 0.24 Combined (axia. + eccentric moment) Eq.15.4-2 = 0.10 Axial Bearing fc = 69 Fc* = 575 fc/Fc+ = 0.12 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# F Fc' 575 1.00 1.00 1.00 0.508 1.000 - - 1.00 1.00 2 Pc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D+L, P = 2098 lbs Eq.15.4-2 : LC #2 = D+L Pb''. 575 FcE= 352 Pxe/S=fc(6xe/d)= 18 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. 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I-- ‘,1 .9 --A \ a; Id 0414 ZO49 4 \\*---- .$1/464 If frtlit INI \ liti gg Ili Or avo noon cos was \4 RA. ro M MEMBER,TYP enm pc6 HF#2 PT pp6T -16- .i 41. r�C R Design for i Vry t :L.0 is,,,,Nt n Code Acceptance _ i .1..,i vk Prescriptive Residential Wood Deck Construction Guide Based on the 2006 International Residential Code guard decking ledger board 1 iip fasteners existing house floor construction %IVO ....-- ...- guard post N �� ledger board attachment fir`//� attachementto �\ �� I existing house /� > rim joist �41.14 't+���� joists 1 beam (� post-to-beam connection (flush,tight bearing) footing joist-to-beam - post connection Where applicable,provisions and details contained in this document are based on the International Residential Code(IRC)(bracketed text references applicable sections of the IRC). Prescriptive construction methods recommended meet or exceed minimum requirements of the IRC. Provisions that are not found in the IRC are recommended as good industry practice.Where differences exist between provisions of this document and the IRC, provisions of the IRC shall apply.This document is not intended to preclude the use of other construction methods or materials.All construction and materials must be approved by the authority having jurisdiction. Every effort has been made to reflect the language and intent of the IRC. However, no assurance can be given that designs and , construction made in accordance with this document meet the requirements of any particular jurisdiction. 1 Copyright 0 2008 American Forest&Paper Association,Inc. 2 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE + CONTENTS MINIMUM REQUIREMENTS 2 PROHIBITED LEDGER ATTACHMENTS 12 DECKING REQUIREMENTS 3 LEDGER BOARD FASTENERS 12 JOIST SIZE 3 FREE-STANDING DECKS 14 BEAM SIZE &ASSEMBLY REQUIREMENTS 5 DECK STABILITY 14 DECK FRAMING PLAN 6 GUARD REQUIREMENTS 15 JOIST-TO-BEAM CONNECTION 7 GUARD POST ATTACHMENTS 16 JOIST HANGERS 7 STAIR REQUIREMENTS 17 POST REQUIREMENTS 7 STAIR HANDRAIL REQUIREMENTS 18 RIM JOIST REQUIREMENTS 8 STAIR FOOTING REQUIREMENTS 19 FOOTINGS 9 STAIR LIGHTING REQUIREMENTS 19 LEDGER ATTACHMENT REQUIREMENTS 10 FRAMING AT CHIMNEY OR BAY WINDOW 19 MINIMUM REOUIREMENTS I. This document applies to single level residential • All hardware(joist hangers,cast-in-place post wood decks only. anchors,etc.)shall be galvanized or shall be 2. All lumber shall be identified by the grade mark of, stainless steel. Hardware to be hot-dipped prior or certificate of inspection issued by,an approved to fabrication shall meet ASTMA 653, Standard lumber grading or inspection bureau or agency Specification for Steel Sheet, Zinc-Coated (www.alsc.org).All lumber shall be a naturally (Galvanized)or Zinc-Iron Alloy-Coated 11 durable species(such as Redwood or Western (Galvannealed)by the Hot-Dip Process,G-185 Cedars)or be pressure-treated with an approved coating.Hardware to be hot-dipped galvanized process and preservative in accordance with after fabrication shall meet ASTM A123, American Wood Protection Association standards Specification for Zinc(Hot-Dip Galvanized) (Table 1) [R319.1 and R320.1]. All lumber in Coatings on Iron and Steel Products. contact with the ground shall be approved • Fasteners and connectors exposed to,and - preservative treated wood suitable for ground located within 300 feet of,a salt water shoreline contact. [R319.1.2] shall be stainless steel grade 304 or 316. 3. All nails shall meet the requirements ofASTMF • Other coated or non-ferrous fasteners or 1667. Wood screws shall meet the requirements of hardware shall be as approved by the authority ANSI/ASME B18.6.1.Bolts and lag screws shall having jurisdiction. meet the requirements of ANSI/ASMER/8.2.1. 5. Decks supporting hot tubs are beyond the scope of 4. To resist corrosion,the following is required this document. [R319.3]: • All screws,bolts,and nails for use with 6. This document does not apply to decks which will preservative treated wood shall experience snow loads,snow drift loads,or sliding galvanized,stainlessretd steel,shall silic be hot-dippedbronde or snow loads that exceed 40 psf. This document does not address lateral loads on decks such as wind or copper.Fasteners to be hot-dipped galvanized seismic. shall meet the requirements of ASTMA 153, Standard Specification for Zinc Coating(Hot- 7. Flashing shall be corrosion-resistant metal of Dip) on Iron and Steel Hardware, Class D for minimum nominal 0.019-inch thickness or approved fasteners 3/8'in diameter and smaller or Class C non-metallic material [R703.8]. for fasteners with diameters over 3/8". 8. Decks shall not be used or occupied until final • Fasteners other than nails and timber rivets shall inspection and approval is obtained. be permitted to be of mechanically deposited 9. This document is not intended to preclude the use of zinc-coated steel with coating weights in other construction methods or materials not shown accordance with ASTMS 695,Class 55, herein. minimum. American Wood Council • • PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 3 b Table 1. Common preservative treatments and retention levels (pcf) for sawn lumber in ground contact a Species ACQ-B ACQ-C ACQ-D CA-B CuN-W Southern Pine 0.40 0.40 0.40 0.21 0.11 Douglas Fir-Larch 0.40 0.40 NR 0.21 0.11 Hem-Fir 0.40 0.40 0.40 0.21 0.11 Ponderosa Pine 0.40 0.40 0.40 0.21 0.11 Red Pine 0.40 0.40 0.40 0.21 0.11 Spruce-Pine-Fir NR 0.40 NR NR NR Redwood NR NR NR NR NR a Preservatives and retentions listed in Table 1 are based on the American Wood Protection Association(AWPA)Book of Standards.NR=Treatments Not Recommended. DECKING REOUIREMENTS JOIST SIZE All decking material shall be composed of dimension The span of a joist is measured from the centerline of lumber(2"nominal thickness) or span rated decking in bearing at one end of the joist to the centerline of bearing accordance with the American Lumber Standard at the other end of the joist and does not include the Committee Policy for Evaluation of Recommended length of the overhangs.Use Table 2 to determine joist Spans for Span Rated Decking Products (November 5, span based on lumber size and joist spacing. See Figure 2004). Attach decking to each joist with 2-8d threaded 1 and Figure 2 for joist span types. nails or 2-#8 screws. Space decking boards approximately 1/8" apart. See Figure 11 for decking connection requirements at the rim joist. Decking may Table 2. Maximum Joist Spans(L )1 be placed from an angle perpendicular to the joists to an Joist Spacing (o.c.) angle of 45 degrees to the joists.Each segment of Species Size 12" 16" 24" decking must bear on a minimum of 4 joists. Decking not meeting the above requirements may be 2x8 10'-6" 10'-6" 10'-2" substituted when the product has been approved by the Southern Pine 2x10 15'-2" 15'-2" 13'- 1" authority having jurisdiction. 2x12 18'-0" 18'-0" 15'-5" Douglas Fir- 2x8 9'-3" 9'-3" 9'- 1" Larch,Hem- 2x10 13'-4" 13'-4" 11'-I" Fir,SPF2 2x12 17'-10" 15'-9" 12'-10" Redwood, 2x8 8'-4" 8'-4" 8'-4" Western ' Cedars, 2x10 12'-0" 12'-0" 10'-7" Ponderosa Pine3, RedPine3 2x12 16'- 1" 15'-1" 12'-3" 1.Assumes 40 psf live load,10 psf dead load,L1180 cantilever deflection with 230 lb point load,No.2 grade,and wet service conditions.See span calculator at www.awc.orq for simple span conditions without cantilevers. 2.Incising assumed for refractory species including Douglas fir-larch, hem-fir,and spruce-pine-fir. 3.Design values based on northern species with no incising assumed. American Forest&Paper Association 4 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE Figure IA: Joist Span -Deck Attached at House and Bearing Over Beam j-optional overhang existing wall rim joist joist hanger--.- beam (flush,—► ledger board tight bearing) joist post II Li/4 maximum Joist Span (Li): see Table 2 ~ Om- overhang Figure 1B: Joist Span -Joists Attached at House and to Side of Beam existing wall ---= beam--��yt joist hanger joist hanger •o ledger board Ist post—a- Joist Joist Span (Li): see Table 2 Figure 2: Joist Span- Free Standing Deck an optional overhang optional overhang -_][__u__]o -_3tn_7tl rim joist rim joist beam—+— beam (flush, tight joist (flush, tight bearing) post bearing) —post L/4 maximum Joist Span (L): see Table 2 La/4 maximum overhang - overhang American Wood Council Ili PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 5 BEAM SIZE& ASSEMBLY REOUIREMENTS (however,joists shall not be attached to opposite sides of Deck beam spans shall be in accordance with Table 3 the same beam). See JOIST-TO-BEAM CONNECTION and can extend past the post centerline up to LB/4 as details,Figure 6. shown in Figure 3.Joists may bear on the beam and Where multiple 2x members are used,the deck's beam is extend past the beam centerline up to L1/4 as shown in assembled by attaching the members identified in Table Figures lA and 2,or the joists may attach to the side of 3 in accordance with Figure 4. [R602.3(1)] the beam with joist hangers as shown in Figure 1B Table 3. Deck Beam Spans (Le)' Joist Spans(LJ)Less Than or Equal to: Species Size 6' 8' 10' 12' 14' 16' 18' 2-2x6 7'-1" 6'-2" 5'-6" 5'-0" 4'-8" 4'-4" 4'- 1" 2-2x8 9'-2" 7'- 11" 7'-1" 6'-6" 6'-0" 5'-7" 5'-3" 2-2x10 11'- 10" 10'-3" 9'-2" 8'-5" 7'-9" 7'-3" 6'-10" Southern 2-2x12 13'- 11" 12'-0" 10'-9" 9'- 10" 9'-1" 8'-6" 8'-0" Pine 3-2x6 8'-7" 7'-8" 6'-11" 6'-3" 5'-10" 5'-5" 5'-2" 3-2x8 11'-4" 9'- 11" 8'- 11" 8'-1" 7'-6" 7'-0" 6'-7" 3-2x10 14'-5" 12'- 10" 11'-6" 10'-6" 9'-9" 9'- 1" 8'-7" 3-2x12 17'-5" 15'- 1" 13'-6" 12'-4" 11'-5" 10'-8" 10'- 1" 3x6 or 2-2x6 5'-5" 4'-8" 4'-2" 3'-10" 3'-6" 3'- 1" 2'-9" 3x8or2-2x8 6'- 10" 5'- 11" 5'-4" 4'- 10" 4'-6" 4'- 1" 3'- 8" Douglas Fir_ 3x10or2-2x10 8'-4" 7'-3" 6'-6" 5'- 11" 5'-6" 5'- 1" 4'-8" Larch, 3x12or2-2x12 9'-8" 8'-5" 7'-6" 6'-10" 6'-4" 5'- 11" 5'-7" F Hem-Fie, 4x6 6'-5" 5'-6" 4'- 11" 4'-6" 4'-2" 3'- 11" 3'-8" SPF2, 4x8 8'-5" 7'-3" 6'-6" 5'- 11" 5'-6" 5'-2" 4'-10" Redwood, Western 4x10 9'- 11" 8'-7" 7'-8" 7'-0" 6'-6" 6'-1" 5'-8" Cedars, 4x12 11'-5" 9'- 11" 8'-10" 8'-1" 7'-6" 7'-0" 6'-7" Ponderosa 3-2x6 7'-4" 6'-8" 6'-0" 5'-6" 5'-1" 4'-9" 4'-6" Pine3, Red Pine3 3-2x8 9'-8„ 8'-6„ 7'-7" 6'- 11" 6'-5" 6'-0" 5'-8„ 3-2x10 12'-0" 10'-5" 9'-4" 8'-6" 7'- 10" 7'-4" 6'-11" 1 3-2x12 13'- 11" 12'- 1" 10'-9" 9'- 10" 9'- I" 8'-6" 8'- 1" 1. Assumes 40 psf live load,10 psf dead load,U360 simple span beam deflection limit,U180 cantilever deflection limit,No.2 grade,and wet service conditions. 2. Incising assumed for refractory species including Douglas fir-larch,hem-fir,and spruce-pine-fir. 3. Design values based on northern species with no incising assumed. Figure 3: Beam Span Types joists above optional overhang (may IMi IMh INA occur at each end) LI BB ivi iv. Lj 11 Y1 Y' Yr YY H r1 —Li I 1 I I L —i beam beam splices at interior post locations post, typical Le/4 max. beam span (LB): see Table 3 beam span (LB): see Table 3 La/4 max. overhang overhang American Forest&Paper Association • 6 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE Figure 4: Beam Assembly Details 10d common nail or#10 wood 2 common nails or screws at each end or screw,staggered in 2 rows splice end; splices shall be located only over interior posts(Figure 3) • • /If a beam is constructed with 3-members, 1 16" attach each outside member to the inside typical member as shown here. DECK FRAMING PLAN A framing plan shows the joist and beam layout;the location of the ledger board,posts,and footings,and the type,size,and spacing of the ledger board fasteners. See { Figure 5 for an example of a typical deck framing plan. Figure 5:Typical Deck Framing Plan Lumber species: (see Table 1) i t -1 r 1 r -1 r -1 r 'i r -1 r -I -1 r ic r —x—ledger • :: board with Ys"Q aNi m bolts/screws/anchors w c © on center F. r. o (see Table 5) at ,I m Cr u 'a — ply- ' joist hanger:_lbs u o b _x_ (see Table 3A) a ,3 I.- 6x6 beam cox i.l post to N r i' �', o , r. • ' If : f _ r ' , rim joist A Ol i I.--' , m c E mii -4 m ' stair stringers: J C Cut or solid ` ' ' span: ,_ t round or square footing: see Table 4 1 (see Figure 28) I La/4 max. _ (— @ or—"x—') x_"thick La/4 max. -! ID- Isi. overhang beam span (LB): see Table 3 overhang 1 treads: _x_ LB= " (see Table 6) American Wood Council . PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 7 JOIST-TO-BEAM CONNECTION clips used as shown in Option 2 must have a minimum Each joist shall be attached to the beam as shown in capacity of 100 lbs in both uplift and lateral load Figure 6. Joists may bear on and overhang past the beam directions.Joists may also attach to the side of the beam a maximum of Li/4.Use Option 1 or Option 2 to attach with joist hangers per Option 3 (however,joists shall not the joist to the beam.Option I shall only be used if the be attached to opposite sides of the same beam). See deck is attached to the house with a ledger(see JOIST HANGERS for more information.Hangers,clips, LEDGER ATTACHMENT REQUIREMENTS)or as and mechanical fasteners shall be galvanized(see shown in Figure 23. Mechanical fasteners or hurricane MINIMUM REQUIREMENTS). Figure 6: Joist-to-Beam Detail 3-Sd common OPTION 1' OPTION 2" v OPTION 3" 1.7 toe nails mechanical__ (2 on one side, I• fastener or top of beam and joist 1 on the other) hurricane clip IT joist must be at same WA hanger elevation 'Option 1 s � shall only be \ 1 fl used if deckis attachedto house "see manufacturer's recommendations for additional requirements JOIST HANGERS Figure 7: Typical Joist Hangers Joist hangers,as shown in Figure 7,shall each have a joist hanger with inside flanges minimum download capacity in accordance with Table 3A.The joist hanger shall be selected from an approved manufacturer's product data based on the dimensions of11110"-- r I 7the joist or header it is carrying.Joist hangers shall be galvanized(see MINIMUM REQUIREMENTS). Use joist hangers with inside flanges when clearances to I' the edge of the beam or ledger board dictate.Do not use clip angles or brackets to support joists. CI l ' Table 3A: Joist Hanger Download Capacity l 1 ' Joist Size Minimum Ca acit lbs 2x8 600 2x10 700 2x 2 800 POST REOUIREMENTS [R407] notching the 6x6 as shown in Figure 8 or by providing All deck post sizes shall be 6x6(nominal)or larger,and an approved post cap to connect the beam and post as the maximum height shall be 141-0"measured to the shown in Figure 10.All 3-ply beams shall be connected underside of the beam.Posts shall be centered on to the post by a post cap.All thru-bolts shall have footings. Cut ends of posts shall be field treated with an washers at the bolt head and nut. Attachment of the approved preservative(such as copper naphthenate) beam to the side of the post without notching is [R402.1.2].The beam shall be attached to the post by prohibited(see Figure 9). American Forest&Paper Association 8 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE Figure 8: Post-to-Beam Attachment Figure 9: Prohibited Post-to-Beam Attachment • Requirements Condition 1{IU !lawny,'nook (t�3xw4x or ( MII S 2 2x tram { (2)4/2"diameter thru-bolts with washersbeam must bearfully on 6x6 notch 6x6min. notch post to accomodate beam RIM JOIST REOUIREMENTS Figure 10: Alternate Approved Post-to-Beam Attach a continuous rim joist to the ends of joists as Post Cap Attachment jl shown in Figure 11.Attach decking to the rim joist as shown in Figure 11. For more decking attachment Solid sawnor requirements,see DECKING REQUIREMENTS. .l,� m== 11, puJ'JIl 1 • N...N is �� I��_#g�r/`►III```7� 6x6 min. I �(III Post I`UBf�' pi Figure 11: Rim Joist Connection Details joists secure decking to top of rim joist with #10 x 3"minimum wood screws @ 6"o.c.; NAILS NOT PERMITTED ' • �\ attach rim joist to end of each joist with(3)#10 x 3" lllirt minimum wood screws;NAILS NOT PERMITTED I1 rim joist American Wood Council v. PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 9 l FOOTINGS 1R4031 Table 4. Footing Sizes2 Round See Figure 12 and Table 4 for footing size, footing thickness, and post attachment options and requirements. Beam Joist Footing Footing All footings shall bear on solid ground and shall be Span, Le Span, L� Diameter Thickness; placed at least 12 inches below the undisturbed ground <10' 15" 6" surface or below the frost line,whichever is deeper; 6' <14' 17" 6" bearing conditions shall be verified in the field by the <18' 20" 7" building official prior to placement of concrete.Where <10' 17" 6" the building official determines that in-place soils with 8' <14' 20" 8" an allowable bearing capacity of less than 1,500 psf are <18' 23" 9" likely to be present at the site,the allowable bearing <10' 19" 7" _ capacity shall be determined by a soils investigation. 10' <14' 22" 9" DECK FOOTINGS CLOSER THAN 5'-0" TO AN <18' 25" 10" EXISTING EXTERIOR HOUSE WALL MUST BEAR <10' 21" 8" AT THE SAME ELEVATION AS THE FOOTING OF 12' <14' 24" 10" THE EXISTING HOUSE FOUNDATION. <18' 28" 11" Do not construct footings over utility lines or <10' 22" 9" enclosed meters.Call the local utilities before 14' <14' 26" 11" digging. <18' 30" 12" Pre-manufactured post anchors shall be galvanized. See <10' 24" 9" MINIMUM REQUIREMENTS. 16' <14' 28" 12" _ <18' 32" 13" <10' 25" 10" 18' <14' 30" 12" <18' 34" 14" 1. Square footings are permitted to have widths 2" less li than the given diameter of round footings. 2. Assumes 1,500 psf soil bearing capacity. 3. Assumes 2,500 psi compressive strength of concrete. Coordinate footing thickness with post base and anchor requirements. Figure 12: Typical Footing Options Cut ends of posts shall be ___J\J— posts must be — field treated with an approved centered on footing • preservative (such as copper grade naphthenate) I—III- mr a III=I ff -II I-I I ma 1= ' F E as footings must bear c . a� •' on solid ground • �� . a $______.J ° frost depth per Table-1.- /premanu;actured post base with post anchor American Forest&Paper Association 10 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE LEDGER ATTACHMENT REQUIREMENTS such as oriented strand board(OSB)or structural JR502.2.1j composite lumber(SCL)including laminated veneer lumber(LVL)—as band joists(or rim boards)that can GENERAL: Attach the ledger board,which shall be support the attachment of a deck (see Figure 14). equal to or greater than the deck joist depth,but less than However,some older homes might be constructed with or equal to the rim joist depth,to the existing exterior band boards that are too thin(less than 1")to support a wall in accordance with Figure 14 through Figure 16. deck.In such cases, a free-standing deck or a full plan When attachments are made to the existing house band submission is required. joist,the band joist shall be capable of supporting the new deck. If this cannot be verified or conditions at the MANUFACTURED WOOD TRUSS:A metal plate existing house differ from the details herein,then either connected wood truss(MPCWT)is an engineered, a free-standing deck or MI plan submission is required. prefabricated structural component designed for each See FREE-STANDING DECKS. specific application.MPCWT's used in residential floors are often installed with a 2x4 lumber"ribbon"at the SIDING AND FLASHING: House siding,or the ends of the trusses(see Figure 13B),the purpose of exterior finish system,must be removed prior to which is to tie the ends of the trusses together. The installation of the ledger board,Approved corrosion ribbon board,by itself,is not intended to support the resistant flashing is required at any ledger board deck ledger and deck. Installing residential decks when connection to a wall of wood framed construction(see the floor system for the house uses MPCWT requires a MINIMUM REQUIREMENTS). See Figure 14 for standard detail provided by the truss designer, a free- continuous flashing with drip edge.The threshold shall standing deck,or a full plan submission.Refer to the be carefully flashed and caulked to prevent water WTCA Technical Note—Attachment of Residential intrusion due to splash from the deck or melting snow Decks to Wood Truss Floor Systems for special blocking and ice. details and attachment requirements (www.sbcindustrv.com). MANUFACTURED WOOD I-JOIST: The term "I- Joist"denotes manufactured wood"I"joists(see Figure 13A).Many new homes constructed with wood I-joists include 1" or thicker engineered wood products(EWP)— Figure 13A:Wood I-Joist Profile Figure 13B: Metal Plate Connected (MPC)Wood Floor Trusses with a 2x4 Lumber"Ribbon" at the Ends of the Trusses 2x4 RIBBON BOARD-not intended for deck attachment e '�j MPG FLOOR ' . ' i TRUSSES --' ......--''IL*1-.--—...--"<- -I, IIIL OA 1� FOUNDATION WALL 11 American Wood Council • PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 11 Figure 14: General Attachment of Ledger Board to Band Joist or Rim Board Se remove siding at ledger exterior sheathing i prior to installation existing stud wall I threshold carefully flashed and caulked to prevent water intrusion existing 2x band joist I continuous flashing or 1"minimum EWP rim board rill • with drip edge -� 'S MIMI.- deck joist 2"min. "i 7 1-5/8"min. Mil 5"max. 1� ,�I• 1/2"diameter lag ...._ 2x floor joist, 2"min. RRrnis screws or 1 wood I-joist, through-bolts with or MPCWT washers joist hanger existing 2x ledger board;must be greater foundation wall than or equal to the depth of the deck joist and no greater than the depth of the band joist Figure 15: Attachment of Ledger Board to Foundation Wall (Concrete or Solid Masonry) embed anchors per manufacturer , recommendations to resist corrosion and decay, this area should be caulked ii.MIRdeck joist existing concreter—or solid masonry I1wall 1/2"diameter r isa� approved expansion, epoxy,or adhesive anchors with washers joist hanger 2x ledger board; must be greater than or equal to the size of the joist Figure 16: Attachment of Ledger Board to Foundation Wall (Hollow Masonry) embed anchors twain r manufacturer to resist corrosion and pe recommendations decay,this area should I� lilililililill� be caulked • existing hollow eI�III � deck joist I masonry wall C-- i 1/2"diameter approved block cells filled liv gh epoxy or adhesive with grout or anchors with washers concrete at I anchor locations morn joist hanger (new construction) I I 2x ledger board;must be greater is"block wall than or equal to the size of the joist minimum American Forest&Paper Association 12 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE PROHIBITED LEDGER ATTACHMENTS deck shall be free-standing(see FREE-STANDING Attachments to exterior veneers (brick,masonry,stone) DECKS). and to cantilevered floor overhangs or bay windows are prohibited(see Figures 17 and 18). In such cases the Figure 17: No Attachment to or Through Figure 18: No Attachment to House Overhang Exterior Veneers (Brick, Masonry, Stone) A M '`,``.,'�,', ids deck 11•i���1� \�\\ Ii ��-^ � Joist V 1 l (�l --1 '1 vebrick ' F. .:' overhan veneer or II 9 �..-' masonry ,:!;, ; or bay chimney �t window <a LEDGER BOARD FASTENERS constructed with/2" lag screws or bolts with washers per Deck ledger connection to band joist or rim board. Table 5 and Figure 19(see MINIMUM The connection between a deck ledger and a 2-inch REQUIREMENTS). Only those fasteners noted below nominal lumber band joist(1'/s" actual)or EWP rim are permitted. LEAD ANCHORS ARE PROHIBITED. board bearing on a sill plate or wall plate shall be II Table 5. Fastener Spacing for a Southern Pine, Douglas Fir-Larch, or Hem-Fir Deck Ledger and a 2-inch Nominal Solid-Sawn Spruce-Pine-Fir'9 Band Joist or EWP Rim Board° (Deck Live Load=40 psf, Deck Dead Load = 10 psf)3'6 Rim Board 6'-0" 6'-1" 8'-1" 10'-I" 12'-1" 14'-1" 16'-1" Joist Span or and to to to to to to Band Joist less 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" Connection Details On-Center Spacing of Fasteners" 1/s"diameter lag screw with 1" EWP6 24" 18" 14" 12" 10" 9" 8" ' /e' EWP6 28" 21" 16" 14" 12" 10" 9" s/3x"maximum sheathing' 1-1-1/2" Lumberry 30" 23" 18" 15" 13" 11" 10" 'h"diameter bolt with 1"EWP6 24" 18" 14" 12" 10" 9" 8" 75/32"maximum sheathing /e" EWp79 28" 21 16" 14" 12" 10" 9" 1-/s" Lumber • 36" 36" 34" 29" 24" 21" 19" 1/2"diameter bolt with 1"EWP° 24" 18" 14" 12" 10" 9" 8" 75I32"maximum sheathing and 1?/8" EWp° 28" 21" 16" 14" 12" 10" 9" 1/a"stacked washers '8 1?/,"Lumber" 36" 36" 29" 24" 21" 18" 16" 1 The tip of the lag screw shall fully extend beyond the inside face of the band joist. 2 The maximum gap between the face of the ledger board and face of the wall sheathing shall be 1". 3 Ledgers shall be flashed or caulked to prevent water from contacting the house band joist (see Figures 14, 15, and 16). ° Lag screws and bolts shall be staggered per Figure 19. 5 Deck ledgers shall be minimum 2x8 pressure-preservative-treated No.2 grade lumber, or other approved materials as established by standard engineering practice. 6 When solid-sawn pressure-preservative-treated deck ledgers are attached to engineered wood products(minimum 1"thick wood structural panel band joist or structural composite lumber including laminated veneer lumber), the ledger attachment shall be designed in accordance with accepted engineering practice. Tabulated values based on 300 lbs and 350 lbs for 1" and 1'/s" EWP rim board, respectively. 7 A minimum 1"x91/2" Douglas fir-larch laminated veneer lumber rim board shall be permitted in lieu of the 2" nominal band joist. 6 Wood structural panel sheathing, gypsum board sheathing, or foam sheathing not exceeding one inch thickness shall be permitted. The maximum distance between the face of the ledger board and the face of the band joist shall be one inch. 9 Fastener spacing also applies to southern pine, Douglas fir-larch, and hem-fir band joists. American Wood Council • PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 13 Placement of lag screws or bolts in deck ledgers shall be staggered from the top to the bottom along the The lag screws or bolts shall be placed two inches from horizontal run of the deck ledger(see Figure 19).Proper the bottom or top of the deck ledgers and between two installation of lag screws or bolts shall be verified by the and five inches from the ends.The lag screws or bolts building official. Figure 19: Ledger Board Fastener Spacing and Clearances stagger fasteners See Table 5 iv E in 2 rows ,..,ih.e L4L. 0 0 ® 5.5"min.for 2xt3 �f " 4 -� ix 00 frt./IIf 2" 6.5"min.for 2x10 Z, min. Qp ® 0. Qp 7.5"min.for 2x12 ledger lagscrew,thru-bolt,or See Figure-14-for-rim fg joist fastener spacing anchor with washer Thru-Bolts Minimum embedment length shall be per the Thru-bolts shall have a diameter of'/z".Pilot holes for manufacturer's re_com_mend_ ations.All anchors must have thru-bolts shall be 17/32"to 9/16"in diameter.Thru-bolts washers. require washers at the bolt head and nut. Laz Screws Expansion and Adhesive Anchors Lag screws shall have a diameter of'h" (see MINIMUM Use approved expansion or adhesive anchors when REQUIREMENTS).Lag screws may be used only when attaching a ledger board to a concrete or solid masonry the field conditions conform to those shown in Figure wall as shown in Figure 15 or a hollow masonry wall 14.See Figure 20 for lag screw length and shank with a grouted cell as shown in Figure 16. Expansion requirements. All lag screws shall be installed with and adhesive anchor bolts shall have a diameter of'/". washers. Figure 20: Lag Screw Requirements lag screws must be hot- alillattiko. stpped galvanized or 9 stainless steel only screw must penetrate 1-1/2"shank length must extend through beyond band board a minimum of 1/2" (no threads) existing band board Lag screw installation requirements: Each lag screw The threaded portion of the lag screw shall be inserted shall have pilot holes drilled as follows: 1)Drill a'/" into the pilot hole by turning.DO NOT DRIVE LAG diameter hole in the ledger board,2)Drill a 5/16" SCREWS WITH A HAMMER. Use soap or a wood- diameter hole into the band board of the existing house. compatible lubricant as required to facilitate tightening. DO NOT DRILL A'/?DIAMETER HOLE INTO THE Each lag screw shall be thoroughly tightened(snug but BAND BOARD. not over-tightened to avoid wood damage). American Forest&Paper Association di 14 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE FREE-STANDING DECKS EXISTING HOUSE FOOTING (see Figure 2 and Figure Decks which are free-standing do not utilize the exterior 12). For houses with basements,a cylindrical footing wall of the existing house to support vertical loads(see (caisson)is recommended to minimize required excavation at the basement wall. Beam size is Figure 21);instead,an additional beam with posts is determined by Table 3. provided at or within L/4 of the existing house.THE ASSOCIATED DECK POST FOOTINGS SHALL BE PLACED AT THE SAME ELEVATION AS THE ff' Figure 21: Free-Standing Deck rim joist rim joist / le I ``�// 4IIII1.2411 joist overhang i i� existing house �� � ` . foundation wall Po!" �`dl'% beam \ \/ \ posts, deck footings must be at joists same elevation as install diagonals I existing house footing per Figure 22 40 • DECK STABILITY Decks greater than 2 feet above grade shall be provided with diagonal bracing. Figure 22: Diagonal Bracing Requirements - - - - -provide blocking when joists do not align - -r - with posts --�� _ I N beam N • ( �� beam I�� E L 2' -joist at post '� 2x4, typical (1) 3/8"diameter locations thru-bolt with washers, typical BRACING PARALLEL TO BEAM BRACING PERPENDICULAR TO BEAM American Wood Council PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 15 Diagonal Bracing: Provide diagonal bracing both free-standing deck or attach the deck ledger to the house parallel and perpendicular to the beam at each post as as shown in Figures 14, 15,or 16.The wall must be shown in Figure 22.When parallel to the beam,the sheathed with minimum 3/8" wood structural panel bracing shall be bolted to the post at one end and beam sheathing.Use lag screws or thru-bolts when fastening at the other. When perpendicular to the beam,the to an existing band joist or wall stud;use expansion bracing shall be bolted to the post at one end and a joist anchors or epoxy anchors when fastening to concrete or or blocking between joists at the other.When a joist masonry.DO NOT ATTACH TO BRICK VENEERS. does not align with the bracing location,provide VERIFY THIS CONDITION IN THE FIELD PRIOR blocking between the next adjacent joists.Decks TO UTILIZING THIS METHOD. Fasteners shall be 16" attached to the house do not require diagonal bracing on center and staggered in 2 rows for free-standing perpendicular to the house. decks.Flashing over the rim joist is required and must be installed in accordance with the flashing provisions in Attachment to House: Attach the deck rim joist to the the LEDGER ATTACHMENT REQUIREMENTS. existing house exterior wall as shown in Figure 23 for a Figure 23: Attachment of Free-Standing Deck to House for Deck Stability id exterior sheathing Alremove siding at rim joist Min.thickness a 3/8" location prior to installation continuous flashing ii. existing wall stud,band—� I with drip edge joist,or concrete or WAIN ill• i)ni= INN masonry foundation wall I. fasteners©16"o.c. maljlf staggered 11 II I rim joist 11 beam&post GUARD REOUIREMENTS All decks greater than 30" above grade are required to have a guard [R312.1] -one example is shown in Figure 24.Other methods and materials may be used for guard construction when approved by the authority having jurisdiction. Figure 24: Example Guard Detail �l YD :ximum spacing 2x2 baluster,typical ' 4x4 post,typical 2x6 or 5/4 board DO NOT NOTC A rail cap :WIRE illiiiir u " (, 2x4 top and bottom; minimum i attach to guard post with I (2)6d common nails or :Mc � e•:• IeMe (2)p8 wood screws on III �l� e■ inside face (2)1/2"diameter 1 openings shall not allow attach balusters at top and bottom thru-bolts and the passage of a 4" with(1)1/8 wood screw or(2)8d washers diameter sphere post-frame ring shank nails with 0.135"nominal diameter American Forest&Paper Association 16 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE GUARD POST ATTACHMENTS GUARD POST TO OUTSIDE JOIST:Guard posts Deck guard posts shall be a minimum 4x4(nominal) for guards which run parallel to the deck joists shall be No.2 or higher grade(for species listed in Table 1)with attached to the outside joist per Figure 25. an adjusted bending design value not less than 1,050 psi. Figure 25: Guard Post to Outside Joist Example see FIGURE 24 for guard _11 component attachment requirements guard posts may be located on either side at first interior bay, provide of the outside-joist 2x blocking at guard posts with hold-down anchors: attach blocking with 10d guard post common nails top and bottom,each side (2)1/2"dia.thru- outside-joist bolts and washers \ fienen 2 "2-1/T'min.and 5"max. '� 2"min. guard outside-joist SECTION post" PLAN VIEW "guard posts can be installed as shown in Figure 26(between joists)if blocking is installed as shown above within 12"of each side of the post GUARD POST TO RIM JOIST: Guard posts for deck joists.There shall be a minimum of two'V2" guards that run perpendicular to the deck joists shall be diameter bolts at the hold-down anchors'attachment to the Onlyhold-down anchor models meetingthese attached to the rim joist in accordance with Figure 26. joist. J gu As shown in Figure 26,hold-down anchors must be minimum requirements shall be used. installed to attach the guard post and rim joist to the Figure 26: Guard Post to Rim Joist Example see FIGURE 24 for guard hold-down anchor component attachment requirements reit guard post {joists ign guard lasiU guard postst at joist hold-down anchor + m joist sunrimjoist s 111E down anchor minimum(2)1/2" _ H 2-min. _diameter thru- 2-1/2"min,and 5"max. bolts and "min. r t Lj washers �L joist r rim joist at joist location between joists SECTION PLAN VIEWS American Wood Council PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 17 STAIR REOUIREMENTS the stringer span (see provisions below). If the total Stairs,stair stringers,and stair guards shall meet the vertical height of a stairway exceeds 12'-0",then an requirements shown in Figure 27 through Figure 34 and intermediate landing shall be required.All intermediate ' Table 6 except where amended by the local jurisdiction. stair landings must be designed and constructed as a I All stringers shall be a minimum of 2x 12. Stair stringers free-standing deck using the details in this document. shall not span more than the dimensions shown in Figure Stairs shall be a minimum of 36"in width as shown in 28. If the stringer span exceeds these dimensions, then a Figure 33 [R311.5]. If only cut stringers are used,a 4x4 post may be provided to support the stringer and minimum of three are required. For stairs greater than shorten its span length. The 4x4 post shall be notched 36"in width,a combination of cut and solid stringers and bolted to the stringer with(2)1/4"diameter through- can be used,but shall be placed at a maximum spacing bolts with washers per Figure 8.The post shall be of 18" on center(see Figure 29).The width of each s centered on a 12"diameter or 10"square,6" thick landing shall not be less than the width of the stairway footing.The footing shall be constructed as shown in served.Every landing shall have a minimum dimension Figure 34 and attached to the post as shown in Figure 12. of 36" measured in the direction of travel and no less An intermediate landing may also be provided to shorten than the width of the stairway served[R31 I.5]. Figure 27: Tread and Riser Detail Figure 28: Stair Stringer Requirements riser may be open,but shall not allow the passage of a 4"diameter X sphere 10"minimum i i�— tread width , ` / 7 7-3/4"maximum - ,`�+ riser;height shall not deviate from risers:1x materiel,minimum one another by 0`4 more than 3/8" '1/2 treads:see Figure 29 and Table 6 3/4"-1-114"nosing;nosing FFF I shall not deviate from one I max.span a TA"for southern pine another by more than 3/8" max.span=6'A"for other Table 1 species CUT STRINGER `------- I FFFF max.span=16'46"for southern pine max.span=13'-3"for other Table 1 species SOLID STRINGER Figure 29:Tread Connection Requirements Table 6: Minimum Tread Size for Cut and Solid Attachment per tread at each stringer or ledger. Stringers' 2x_or 5/4 treads-(2)8d common nails or(2)08 screws z2-12"long 3x_treads-(2)16d common nails or(2)08 screws 23-12"long Species Cut Solid Stringer Stringer stringer Southern Pine 2x4 or 5!4 2x6 treads:2x_or 5/4 board treads:see Table 6 Douglas Fir Larch, `' Hem-Fir, SPF2 2x4 or 5/4 2x8 or 3x4 , i 18"max A 36"max Redwood,Western Cedars, tt Ponderosa Pine3, Red Pine3 2x4 or 5/4 2x10 or 3x4.._, illi 2x4 ledgers,each side,full depth of 1.Assumes 300 lb concentrated load,L/288 deflection limit,No.2 9 tread;attach with(4)10d common grade,and wet service conditions. tdsn ers nails or(4)08 wood screws z3"long 2.Incising assumed for refractory species including Douglas fir-larch, CUT STRINGER SOLID STRINGER hem-fir,and spruce-pine-fir. 3.Design values based on northern species with no incising assumed. American Forest&Paper Association iI l 18 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE Figure 30: Stair Guard Requirements Figure 31: Stair Stringer Attachment Detail 6'-0"maximum rim joist or between posts outside joist stair guard is required for stairs with a total rise of 4 /A/ 30"or more;see GUARD REQUIREMENTS for i more information il i / / sloped joist hanger; see JOIST HANGERS for more requirements stair guard height: 1.0:01:°°°°. ATTACHMENT WITH HANGERS 34 min. measured 1 I from nosing of step . II Openings for required guards on the Triangular opening shall sides of stair treads shall not allow not permit the passage a sphere 4-3/8"to pass through. of a 6"diameter sphere. STAIR HANDRAIL REOUIREMENTS have a perimeter dimension of at least 4" and not greater All stairs with 4 or more risers shall have a handrail on than 6-%".Type II rails with a perimeter greater than at least one side(see Figure 32A) [R311.5.6]. The 6-1/4" shall provide a graspable finger recess area on both handrail height measured vertically from the sloped sides of the profile [R311.5.6.3].All shapes shall have a plane adjoining the tread nosing shall be not less than 34 smooth surface with no sharp corners.Handrails shall inches and not more than 38 inches(see Figure 30) run continuously from a point directly over the lowest [R311.5.6.1].Handrails shall be graspable and shall be riser to a point directly over the highest riser and shall composed of decay-resistant and/or corrosion resistant return to the guard at each end(see Figure 33).Handrails material.Handrails shall be Type I,Type II, or provide may be interrupted by guard posts at a turn in the stair equivalent graspability(see Figure 32B). Type I shall [R311.5.6.2]. Figure 32A: Handrail Mounting Examples Fasten handrails per manufacturer recommendations Figure 32B: Handrail Grip Size t'"min. t' min. lift-2 ' y rn te t 1111 lei 1' ' r I -. blocking 4"max. F 1 c - b 4�E Fi, b... r°.e di E to min. i]"min. I I ti" Am E .�. • • 34"-36"to nosing afstaire.typical NONCIRCULAR CIRCULAR RECESSED I wall [R311.5.6.3 Type I] [R311.5.6.3 Type II] uard hauon-ardwaret Perimeter; Perimeter:>6t" 9 handrail hardware i � post MOUNTED TO GUARD MOUNTED TO WALL American Wood Council . PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE 19 STAIR FOOTING REOUIREMENTS fR4031 STAIR LIGHTING REOUIREMENTS IR303.61 Where the stairway meets grade,attach the stringers to Stairways shall have a light source located at the top the stair guard posts as shown in Figure 34. Posts shall landing such that all stairs and landings are illuminated. bear on footings.All footings shall bear on solid ground The light switch shall be operated from inside the house. and shall be placed at least 12 inches below the However,motion detected or timed switches are undisturbed ground surface or below the frost line, acceptable. whichever is deeper(see Figure 34). Stringers shall not bear on new or existing concrete pads or patios that are not founded below this depth. When guards are not required (see GUARD REQUIREMENTS),posts may terminate below the bottom tread elevation. Figure 33: Miscellaneous Stair Requirements Figure 34: Stair Footing Detail _ _ _ cut post at bottom tread a E elevation when no stair .c c guard is required .0 6o, n ' c C s N -rn O r , 2 (2)1/2"diameter handrail—.L i thru-bolts with washers handrail shall stair return at each stringer end 4x4 post c E tv 36"min.stair width 10"x10" 6 - - - square or 12" minimum , frost depth I I ' ; diameter footing , , I „ 1 L FRAMING AT CHIMNEY OR BAY WINDOW reduce header spans to less than 6'-0". In such cases,the All members at a chimney or bay window shall be post footing must meet the requirements in the framed in accordance with Figure 35.Headers may span FOOTINGS section. Headers with a span length greater a maximum of 6'-0".When a chimney or bay window is than 6'-0"require a plan submission. wider than 6'-0",one or more 6x6 posts may be added to Figure 35: Detail for Framing Around a Chimney or Bay Window 6'-0"maximum I decking may extend 6"maximum ///hill//i i //////// he / 1 '[ 'I I' chimney or /� 1 'r or ba ey bay window / 1 . ledger window "ia9F //////////////I. 4 board // 4 11F �_ 1 double joist,) double joistt double header (2)1/2"diameter thru-bolt 1 each side hanger,typical or lag screws at ledger PLAN VIEW SECTION American Forest&Paper Association 20 PRESCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE AF & PAt saa. OF S 9 AMERICAN NM* WOOD tr, wir INTERNATIONAL ® COUNCIL 1742 � ® Engineered IRGINle/ CODE COUNCIL 'peened and Traditional Wood Products It is intended that this document be used in conjunction with competent design, accurate fabrication, and adequate supervision of construction.While every effort has been made to insure the accuracy of the information presented,the American Forest&Paper Association and its members do not assume responsibility for errors or omissions in the document, nor for designs, plans,or construction prepared from it. Those using this document assume all liability arising from its use. Copyright©2007,2008 American Forest& Paper Association, Inc. 05-08 American Wood Council F' • y `,t Y o,,, CITY OF ANACORTES ', WASHINGTON sec 1 ' BUILDING DEPARTMENT i CERTIFICATE OF OCCUPANCY . This is to certify that the(Description of Building or Structure): L' ^aingis Femity FPeideuce Located At: 2218 23rd ' STREET&NUMBER Owner: Kathy Mcdermott Constructed By: Gol den R Bui 1 ders OWNER OR CONTRACTOR r Bldg.Permit# Com2000-075 Date Of Issue: 00-04-011 ' i Occ.Group: R3 Use Zone: R2 { - Hal Been Inspected And Occupancy Is Hereby Authorized, This 28th Day Of July Lill 2000 - . AUTHORIZING OFFICIAL SEE REVERSE SIDE FOR SPEC/AL REQUIREMENTS. la t a 0 COMBINATION PERMIT CITY OF ANACORTES PERMIT NO: COM2000-00075 P.O. BOX 547 APPLIED: 00-04-10 ANACORTES,WA 98221 ISSUED: 00-04-11 (360)293-1901 EXPIRES: 01-04-11 SITE ADDRESS: 2218 23RD ASSESSOR'S PARCEL NO.: 3772-214-013-0000 I PROJECT DESCRIPTION: New Single FAmily Residence Per Plans OWNER CONTRACTOR LENDER KATHY MCDERMOTT GOLDEN B BUILDERS 2218 23RD 4513 BLAKELY DRIVE ANACORTES,WA 98221 ANACORTES,WA 98221 293-1247 LIC GOLDEBB024 TYPE OF WORK: NEW AREA(SF) VALU: $154,000 FEES ' TYPE OF USE: SF LOT: 7,500 REQUIRED SETBACKS CENSUS CATEGORY: 1ST FLR: 1,770 FRONT: 20.00 Type By Date Receipt Amount ZONING: 2ND FLR: SIDE(1): 5.00 ESPL DM 00-04-11 -$100.00 20 R2 BASEMENT: SIDE(2): 10.00 PLCK DM 00-04-11 $369. OCCUPANCY GROUP: GAR/CARPORT: 576 REAR: 20.00 INSP DM 00-04-11 $50.nn R3 OTHER: REQUIRED PARKING PRMT DM 00-04-11 $568.00 TYPE OF CONSTRUCTION: TOTAL: PMEC DM 00-04-11 $106.25 5N NUMBER OF UNITS: 1 ACCESSIBLE: PPLM DM 00-04-11 $104.00 OCCUPANT LOAD: STORIES: 1 COMPACT: STBC DM 00-04-11 $4.50 BUILDING HEIGHT: IMPRV SURF: STRM DM 00-04-11 $1,126.00 IMPT DM 00-04-11 $400.00 MechanicalEquipment Plumbing Fixtures PARK DM 00-04-11 $615.00 Equipment Type Quantit Fixture Type Quanti SEWR DM 00-04-11 $3,796.00 Furnace<100k btu 1 Bath Tubs 2 Total $7,038.95 Hot Water Tanks 1 Clothes Washers 1 Ventilation Fans 3 Dishwashers 1 Clothes Dryers 1 Hose Bibs 3 Exhaust Hoods 1 laundry Tubs or Trays 1 Gas Outlets 1 Lavatories 3 Fireplace 1- Showers 1 I I 1 'v-6 1 f II ' J lb F^:?'2 1 , I ,, i�A H I 1 ;I .9 _j L-' I .2M G I: 1... LL_L...:-A-1,u41ii'c „a iq Il P.q�].t'3J II .J_ I .6 t� 1 t .'_if.-'.. Il Y Jb_'^1....'- -idyl— J •J Il " ,ISCGiiJ Gr1'•R 11 :.5,:_: �._r:-rJ1 _ _,I 11 C- I IIII IIJ It ryJ:LLJI..Jf p I..I " .-.:i^YT;- F-,-rF-I—W1 I-' " ^I 1 FJ;3 q fa I! 'FJ ' . w_ r.J -.J( i - ?�•� - II i']T`],.:J I:SS�^,I-'.i1a.2 r1.1 _. _ II r-i_1,ty t;'r .IC -iG t:P CO— I =Jl1:-r_ 1 al GG 1 t-r,1'IJ: Jai—'. _.JIrJ ll I.',':l,I.,.>.I,:rll.1:,'JI ,^ai w"IJJ '". ra I hereby acknowledge that I I 1 - "' l `' J '" ';� ''"� cation is correct, and agree to comply with all ordir y .,ll° permit. `3' Issued by Ap ica r Owner's Signa urge 24 Hour Notice Required For All Inspections Y JOB 5-Tc�_/F4 _ cts /.9Cc77C AI 1 St '} _.-x �\ CITY OF ANACORTES TITLE n, ` . - Engineering Dept. CALCULATED BY ��V DATE 2(3 f7 Vv1 VIA W. (360)293-1920 CHECKED BY DATE % A S /-0 O O 1 / I '`"C��J" SHEET / OF / SCALE /!, > i CC'N1 ), C'L' O - C'cc'75 0 / te / / / / , / T I / / It " 7 / //7 a a 3)- I 1 � gH,s 1 ccte13 , ---) 0 I •--- , titylVF:..iANAtORTES.''1SUIT,MiNalWit'AtATIVIENP?:th.:: .' ,','. • ,,,,,,,,,,,,„.,;::.„.,,-..--,•:,,,,,,, ,,:,t-,,i':i,, •ii.,i.,- , ,:.,,,!, ,, "'':,,,,,,I,..,, -,?.,.;,,,,,,,, •,,?,, ,?,......,!..,;:, ........ii,,,, ...........iiE:,i....,,,.,• i,,....,,,, ,.........,:i., . .,.::::::.::.:.!,':.................... ., ,,.,, . ,.::::,.,,,,,,,,,,i, .,..,,,,.:,.,.;... ,: ,..,.,.. E VE i• fE-:..... .....;:::;1; :.:;...... ..::::•.'::-:......1:.;.................. ...................................'E.:E l',"! ! YI.....:::::.TTE;E...... 1:1-,117::::•:!:.E.? . -..: 1.....r•E:;., 1:::E: :1-i'i:i:i....i.i.E.i......i 1:E....i ..."...*.; .....:!.... .:... 7410etalaSt-:::.*..i . ..:0 •i'fi;ki......;a ,•!.fiei.........;J•;:•"E. . E:........i'::i.i:...:EIE..E:.........:.EEf'i:E.EE•.Ei:ii:: . -' (This form is to be completed prior to issuing the building permit) / / ' Site Address:CV:;;; flYZcJ2oP- i g Date: LA t Cl CrO 11 Owner: sonc_. 0-Q.Avv\AD t Assessors Nor Lot 11-01 5);.S.)3 Block .a r if Addition Se_sz_ 5usati,ti\ 97 7,9-(9'9-0 13.---0000 OK NA OK NA D cia, Fire Department Access dSt 0 Fire Hydrant Located within 250 feet 0 fft-' Fire Flow Required 0 a. Covenant Not to Oppose Future LID D a Water Extension 0 4K Sewer Extension 0 t General Road Improvements 0 -9 Shoreline or Wetlands IR. 0 Drainage Plan Approved Eil. 0 Site Plan 0 g.. Variance Required 0 0 Covenant Approval 0 . Plat Facts and Findings Compliance 0 0 Regulated Slopes 0 a Fill on Site R 0 Survey in File -: . -•:- . Further Comments:.:.:..::::,:.:: .: . Zoning: Ra , Lot Size: -15 Do Sc— 1 Coverage Allowed: ;a LQ 9 T 5-T, Th, Actual Coverage: 9-6 u<co S 2- (3 \ 4a 8 %) . 1 Plans Examiner: ,., \NIAA2../sra--4-) Date: ar =41.4 (Signature) 11/6.fiA • s i Nolo* c ,jyer SOUTH • 20 ' (`- 10 " Zan , $ i _8 - Wes r , /45 "r 1 i$46'-o" 54'-O" 5'-O" a � toecap s Z�� �tI /I//.% "4 - 5'SOO spIL 15.00' - 4 J .frs 4/00of rcr N 7)/ t 4 4 u80.s5k4ws x roves Q 3s q:CAA cotNen &vucR O.0,.G. CC -5-10 t TEOF �` e�1 it ) Di 1 Gi< :1 z t» li Q � 1 'C. o m F L O I I L A I V �Ik 43/ o -; SCALE: IN = 40' _t\ +,.,.,�,s „I GEORGE D.DEASY P.B.D.Cert. No.WA•640 ) C — — Display Property Record — — Property ID : P108002 3772-214-013-0000 (Real Property) Legal Description : ANACORTES , BLOCK 214 , LOT 11 & 12 & W1/2 LOT 13 Owner ID : 61970 Land Use : 111 Acres &URGCHARDT CLINTON R Neighborhood: 112 2220 23RD ST Year Built : 1957 ANACORTES , WA 98221 Living Area : 1674 Sale Date : 11/04/96 Sale Price : 0 Situs : 2220 23RD ST Deed Type /*: QC / 9707070060 ANACORTES, WA 96221 Levy Code : 0900 2000 Property Values Exemptions : Buildings $ 65 ,300 (+) Mort Lender : 30 — FLEET MTGE GROUP Land $ 38 , 700 (+) Total Assessed $ 104 ,000 (=) 2000 Tax Status Exemptions $ 0 (—) Current Levied Taxes : 1 , 164 .37 Taxable $ 104 ,000 (_) Special Assessments . *** Unpaid Taxes *** Enter ' 0 ' to Display Property Change Data, ' L ' to Display Full Legal , or (RET> to Exit: Alt-2 FOR HELPI VT100 I FOX I 9600 N81 I LOG CLOSED I PRINT OFF I ON—LINE ` CO 1 I1LE INSURANCE COMP'',` ww ���C•O THIS SPACE RESERVED FOR RECORDER'S USE Filed for Record at Request of NAME ADDRESS CITY AND STATE QUIT CLAIM DEED • I THE GRANTOR , BRENDA J. HEDSTROM, a single woman, for and in consideration of dissolution of joint tenancy, conveys and quit claims to CLINTON R. BURGCHA ROT, a single man, the following described real estate,situated in the County of Skagi t, State of Washington,including any after acquired title: , Lots 11 , 12 and the West 1/2 of Lot 13, in Block 214, "MAP OF THE CITY OF ANACORTES, SKAGIT COUNTY, WASHINGTON' , as per plat recorded in Volume 2 of flats, Page 4, records o:: Skagit County, Washington. SKAGIT COUNTY WASHINGTON Real Ferro.r,$re*ev JUL 7 1997 Amount ppaid$31001 Co.Treasurer y l l bY I Dated I ' ` ,19C�' `,,-. .SITti 'Individual) _ By (Individual) (President) By ISecretaryl )) STATE OF WASHINGTON ss STATE OF WASHINGTON t y ss COUNTY OF Skagit f COUNTYOF On this day personally appeared before me On this day of Brenda J. Hedstrom. 19_,before me,the undersigned,a Notary Public In end I for the State of Washington,duty commissioned end sworn,to me known to be the individual described in end who personally appeared I executed the within and foregoing instrument,end acknowl- edged that she and signed the same as her to me known to be the President N free end voluntary act and deed,for the uses and purposes and Secretary,respectively,of t•therein mentioned. the corporation that executed the foregoing instrument,and O ii t� GIVEN under my d and off i WI seal this�i- 'Y' acknowledged the said instrument to be the free and volun- a- day of et 19-lam. tary act end deed of said corporation,for the uses and pur- a poses therein mentioned,and on oath staled that G (� i _authorized to execute the said �_.e_ / /1A,�_Ap Karen Minor instrument and that the seal affixed is the corporate seal of Y N b ry Pu w iyrd for to of ,rest mg sal corporation, co et “- AREN MILLER STATE OF WASHING1M ass my hand and official seal hereto affixed the day and 9107070060 NOTARY—•••PUBLI@ea first above written. YT PA9YIKs4K E%HAU 6-i9-^a — ry Public In enr' for the State of Washington,residing ) `b 'aj4) Record of Survey City of Anacortss, Washington , Fnd Mon/case +/ N 88°06'15"W 380.00' Fnd Mon,/caseIt 21 st. Street I Survey Notes and Procedures I I This survey was performed by standard field traverse with a 02" electronic I total station and complies with the minimum required survey precision of 1:10,000 W I I per WAC 130-130-090. K zo hM 1 to Basis of Bearings: Record of Survey filed in Volume 16, Surveys at page 126. N ♦} 1 ig O I M I lei z I h m Survey references: Record of Survey filed In Volume 16, Surveys at page 126. I I IS 1 22 nd. Street N a 1 _ _ S 88°06'16"E 379.95' I I — — — — — _ I LEGAL DESCRIPTION I Lots 14 and 15 and the East Half of Lot 13, all in Block 214, MAP OF THE CITY OF ANACORTES, as per the Plat thereof recorded in Volume 2 of Plats, pages 4 thru 7, records of Skagit County, Washington. I This survey performed without the benefit of a current title report. Legal 1 description provided by the client. % 1vim Sfl#iA% a'. '.5. 14 jv co BLOCK 214 , E 4' . F?•:_ , N N I to bxi . ��! z€ Z iri or N j • N I S 88°06'15"E 299.92' Z z,s �p0, Set rebar & cap �1',i Q Fnd Rabat- in connc. j aNlzu ,1j IA2a' k 74.98' 74.98' I Q ' insVI/ ov ,a, 161Of 149.96' a .N.N.......,.etese ...,.d,iN 9 0 M M M on 1 co in u� o; co M v o of m 7,485 S.F of co M oh rn h z W 0.17 Aa. W I O. This map correctly represents a survey made by me or under my 0 11 12 io 14 3tn 'O rn 13 15 M 16 17 18 19to direction in conformance with the requirements of the Survey Recording 40 o h h 20 Act at he request of: (5W LYonu.5 In .Tune fog z z' Z o �u �1 SURVEYOR'S CERTIFICATE y I Michael T. Mowrer PLS No. 21,520 74.97' • 74.97' • 149.95' Set rebar & cap Fnd rebar In pipe in conc. —N 88°06'15"W 299.90' Q 23 rd. Street 'I- I — — — — — i N 88°06'15"W 379.89' Calc'c per ROS Vol. 16, pg. 126 Fnd PK nail Record of Survey MICHAEL MOWRER & ASSOCIATES For PROFESSIONAL SURVEYING SERVICES Rich Bihon 17424 Mallard Cove Lane, Mount Vernon, Wa. 98274 Scale: 1"=40' Date: April 2000 Job No: 99-18 (360) 422-6097 Drawn by: MTM Chk'd by: MTM Sheet 1 of 1