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HomeMy WebLinkAboutBLD2013-00220 UILDING PERMIT APPLICA It)N BLDI3-00220 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00220 Received Date: 7/19/2013 SITE ADDRESS: 61 RANDOLPH ST PORT HADLOCK, 98339 OWNER: TODD B SHOLD PHONE: 360-301-0803 JOHN T SHOLD LIFE ESTATE PO BOX 28 PORT HADLOCK WA 983390028 SHOLD'S ADDITION SUBDIVISION: Block: 3 Lot: 3 PARCEL NUMBER: 994800303 Section: 2 Township: 29 N Range: 01 W CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2014 REPRESENTATIVE: PHONE: PROJECT DESCRIPTION NSFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,705 VALUATION 166,000.00 ADD'L: HEAT TYPE: EEE CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: GARAGE: 484 CONST TYPE: DECK: 32 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 BEDROOMS: BATHROOMS: Exist: Exist: Prop: 2 Prop: 2 Total: 2 Total: 2 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $1,706.00 MEB 07/16/13 142271 Plan Check $1,108.90 MEB 07/16/13 142271 APPROVED State Building Code $4.50 MEB 07/16/13 142271 Potable Water Application $66.00 MEB 07/29/13 142312 SEP 13 2013 Total: $2,885.40 Jefferson County DCD \\4irinmarWrhfo\fnrnIc\G RI Il Ann Plrl rn4 7/'2N9(111 --1 cn --1 0 rn -1 13 -o cn cn > m n m W m m X -< ri p x -o 0 v O I- Orn D ? p n z 0 z "1 C- rn n z -� c p m 71 cm) co O -< n m W z cn -1 � 0) G) —1 co m (III) CI) M c cc —I tilli rn �_ v Co rn 1) -v-—I CCI CD O `� p W z o co I O O 73 .9 0 0=0 cs) y cn N - 0 z °w r -1 D -1 °0 z v E N m m w > 0O > oo2W w tD = lit y c) 0 r r ,— N m 0° C)w o r o p -o Op n0 0 rnQO H 0 0 O� = O� Or N -i O ^ z -0 . 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O 1 0 a 0 s o g _ m 0 0 c N _ a 73 5 ii t0 t0 II ;3 g- X — 1, 3 ill 2 431 A) -n tcY DOOM lw ilk / tfl C . ❑ Ern ❑ MIL lems imer orpr ❑ ® ❑ ❑ III i N t i1`" r / 1 -cit 1-o -. — -o O 1 t 5 y.1 0. 0 3 0 O C g I ccemcc"n —11 N. -w 3 3c O▪ m N.2/' N N 3 -1 I. r _0 3/ 3 3 m N 0 121 ow D fa d N Q N O 0 1t NBC 0 Cfi Cs- 1.0 o •0• O 0 3 3 (I/ 3 n II m Sheet contents: Project Title: o N li a It a n Duke 5hold 3 O N o o o Elevations 61 Randolph 5t. _LIE2CAR H 0 M E S - ut > Port Hadlock, YVA 98339 N 360.301.0803 92 icala Square Piave Port Townsend,wa 98368 �n W Parcel # - 994800303 360.319.1/99 il r- fit �v y _ 4 �." -t CT V SAN' En, _� i 1 \ 3 cr. -' r 11 3 V W i \ al r o \ tit 1 1 y o tit D n 3 f/ 0 C / N Q i CS / N 1 (e 47 CG TJ 5X as � r_ O 3' _ _ 1 q ' 1 E ( � - I i 30 3 3 O m o N C'4 -0 _ Q 3 ' 3 N H _ N p _ )5. 0 z to 3 n y ED Sheet Contents: Project Title: 3 n 3 k a 2 Duke Shold Q 3 O LE1CAR N o 0 0 61 Randolph St. "'nn.. HOMES cr c, w a Port Hadlock, INA 18339 u' 360.301.0803 q2 Kale Square Place Port Townsend,wA 98368 vi W Parcel it - 194800303 360.3?9.1199 4n/u_ 4 4040 HS 5040 HS (o 3 L a P o 3 a i 3 -1) g 3 CP II IV X e N at t I r (D < !GU v O � R I 3 � llF ID- o ZCI � __ I Li_3 II en Co Ap° o II 1 CI fl) Q S c o 2088 = ll� fll 3 I. 0 1 uN . 6 - 4 II 5. rn 5. `g'i 1 ft.let N a IIn �O mr i t1— S 3 Ft, I II 1� ---- c ar* - = 2668 - ' \/ Ifi. i /\ 2468 ....., cNO � $ -W c. n 3 Q. m W ,,r = 2668 5068 a . 5068 m o to a I do m ° Tg o a€^ ^= ao w S k€ a e. 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N Main Floor Plan 61 Randolph St. as u, - Port Hadlock, lNA 98339 '—' HOME S --- _ 360.301.0803 92 Kala Square Place Port Townsend,VIA 98368 Vt w Q Parcel tt - 994800303 360.379.1799 • \ 20'-4" \3'-5 3/4" 8'-1 1/8" 1 ° `8 7'-8 1/2" \ N (� - �C $ Nn tn(\� & O - l s. & o J ■ It 3333 C � f o _ co N o hi 1■•1 ;t'k(1 3 p -.. .. 113 1 -. _ _ 113 N ._ J AI I 3 ' WO.' oa- 1 ! .7 iii I MI I\t/A\ 1\17/o -r. —r. 1 .-....,....-07, .._ 7 ' I o ' LL11-- ∎ la n a. il 1 :vi 70017, I . ra. o r.,E 3 co m t - a, _� _ 77747 10 i E.a I � >i 1 N c CT o rnN ® - _ 5 I` a N3 o K3-„,g.3 !' o" _ I — _ o O -a-a— Q S - N =o I r _ . 30 0 tf, 3 ' = N _ _ _ o. - - a - o I '* o I _ 3 0 J• DI 1 I : ::- r � 00 3 m n to co co 3 1- coo S 0 (p Qo r r r .-► 3 0 S� 3 -s N �o O 0 II fir N N (0 q r 0 Q c, uf0► 3 0 � O s _ g , 1 1-. fql 1' J N li 3q 3 y, D (0 I -0 m a Sheet Contents: Project Tide: R N 4 N T LIMCAR - Q 3 o Cross Sections Duke Shold N o 0 0 & Floor 61 Randolph 5t. 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O 4/Q t N R 0 01 313 ft' 3• O 344 N .2{1 3 o Q 3C * w0 �° n moot�N111 4/3° A v 03�°� a S.N vo °�i c3^ o ° Q' pc ° (� 0 3 '3. g0, s_. lam v rn m n s- et �iu1 'c.t t:p' 3 g 9, ;=g »3• 33 _ C7O R.l o j. .g.-0033 3 111 N oo w 0` V m • ' 4/C • _ o ViN O m'dm O3 3 ea 1 a m 33Opp m 1 a a A 34/ 3 N S. qq°��111 'l��p` O r m Q 4.a a 044.-3 S 0 0 as `" 00 ,�0 0 (<0 a:t R (i N 3 a N a0 a.t-SI 0 3 (b II ° Sheet Contents: Project Title: L II 4 - ,rt 0 6 .• 3 0 Duke Shold 4 .,. A •M o 0 0 Framing Notes 61 Randolph St. HOMES - N w > Port Hadlock, INA 98339 c's °` 0 360.301.0803 92 Kale Square Place Port Townsend,NA 93366 � w o Parcel it - 114800303 360.311.1199 26 , 170 v ° Q — 3 m: k \ m G °\ a 4 , 1�,vre ► � 4k \III Y1 - A I lP-1 - oak -�p M 0 f1 _Z 3 w o N g j o s- o- -,L2 ' 3- 1 n u3 SQL °On n 1 !ftf'I' 3 0 I ii■ 1'U C v 1 sy mN' Q. g 2. g ma m 3° a10 a _91 s _ x I1I11T11I1I1111111Itt In s I i!;llik:;Ift=Ii=; m a70`^ O424 ° a a3lw►3 p=p O_a .� vi O R. 4.43OOg lL�7, i c �^ -. S Qa'o3in u N-° . E. 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N N ^a is I a 3 _o ',� ky g to 0 Z 0 0411 cS Q tl a .�AM ^ S tr n ce m I _I o �� a aD , �_ 3 3 o o m a 3 \ 22"-24" \ m° c2,N a• • • ew 99 wn1 3 3 - i m Sheet Contents: Project Tide: ,� 8 3 7.1* Duke 5hold LE1CAR lTl N o 0 0 Typical Details 61 Randolph st. --. H Q M E S tn Cu Port Hadlock, INA 98339 "'� °_; 360.301.0803 92 Kale Square Place Port Townsend,VVA 98368 vt w - Parcel # - 994800303 360.379.1799 vgc' 8 d s -It. how 3N (rag— n, X o _ �, -- o �• N rn m rn -a rn 3 rn Ja o 7 u' n (n v w 61 * ° 3 N to =� n6 c=-° o r? 1 ° O 3 N p W Fs ID a N 3,s a �. g 3 O 8 S S O' N O_ O N N 3 D tfl-o - NN 3 . 3 3 pm3 N 3—N N 3 n (� n 7C Kr c if O Q O S — (S S x la a co tC 3 �. N c.N O a ,Ol -cs D c'ro = a O I q rn � a m m . 6 ci, 3 W D 3 3 v rt a 3 n m o vim? s my ms 7 = w a n N 3 3 n a O O O O N. O 3 (0 3 { v ° g s 0 v0 3 a v a� � cao ° m � m. �. a 4, ce 3 ({o as m m rn 3 a v ° =§ 2 m 3o s o E D 3- (s0 fO1 �j N Q . O N 2. co .N.3 A �. 3 31 _ W 3 to �p { a 3 §O r-r-T ,.. 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O Ofi Or O m , 8 MI X 1 CO=Q am. g. 09.+ - 77�" c7a tip �-'s �° a n1 a a ° 3a �5 d32 E° 9 o = 0s c? a m= Na mcn x ga al 3 $3 5w n 3 3 D) m c + ao a ¢s NCI oAy ga SX mr, ° .°a m°$a.. m5'm NZ r' mam: 3 3.1 �` NaP 3� ii s $ nS2 ws nee= ►lac °g (I �d °"�a a"3 4 °$ m° ma v s°i II a 3 S FSin o I1=o 3- 1 a w + e. a 5* 3Q v_ 4. ? g Xm51 51 i° q O& o qq�� '0, W ZQ. 0 3€ ya ` c 33 d$' g �SOVS3idIw a$ alg z�A$.kol°g i 1 4.4 ■ 71 to ••■,.... lip Ilk;05,4, 14,1 ;1 V a E i Sheet Contents: I Project Title: —_ �__� _� _� k 2111 .711 I Duke Shold 4 ._`-' 0 l Structural 1 Randolph 5t, :i � I 6 HOMES 2 i § 4 A Notes 1 Port Hadlock, INA 98339 1 ., 360.301.0803 q2 Kala Square Place Port Townsend,WA 98368 43' I -a i Parcel # - 994800303 360'379.1799 i • , 1 . , 35'41" *--- 17.6M* i•—• Igo- \ 1wA3eol." 4.. i —1.___ i Simpson L5THD6, , s LTT208,or 14DU2 ' , till-n f T4'.."'" *. ' & i !! 2. , frvi f ; -4 I 0 1.4 ' . . , , J „ 4 „ —. ID , ,O.II ' , ! , , -a o R.x 1 ,, &...; ; I ) <" , _. 4Q I :' 7,j, DI r_,I, - t, i ! c(t. 4 zi -0 A ;31 1 ';81S --. '1 33 X I i .4 ; -. ''''. ' 6'a — .,.. ' /1 13 * II I I '' 3 i . _ .....Z I , a 3 I, , 1 IT 1 , !, ■ - It PP I r- , .., -3 ik I ;; 91% . V k it (t1 0 4 c.4 Or I I i , . 1 ; 1 , I ' a 1 4.4-,4„,„... ...i tc,, I \-i--," . i / S. > I/ ; 71 1 1 ■CI E ri ' '3 ;..E. . r_. ! I , 1 0 , A R 1 i 2 r- 1 1 ... -, 1 i ....,_ 0,-., . c, J I ---Sr-10 3i4 i i ' ■ II I 1 = r c__, 1 ul ... .... ,-..., ,[, f 1 i 1■ . ; 1 1 ; i ; 1 ; I . ; t * 4. 4 ■i .4 1 H 61 IN ,..,..li i ---S— 4 . „..._7,.....)rs_k ,f., ,,, CY ' \ /11 1 . . . ' , -II•-■ft 1 ai.i _ 111 PIIIIII 1 ; ; 1 x 5"CI 0 13 137 > RI t a ' a. 4 12 1 ill 1 1; ■, - , 1 .."` a , — 4 . t G; . I I ia ' 1 1 1 .- . , _ kw • u. I.). ' ..., , I § g 2- ■ . 1 R 1 i 1 1 le 1 ,, • 1 , i 1 tr ; E , ■ t ' f 1 1 1 1 ; 0. ti ; e m_i r_m _', 1 _hn a 16%2 ur , . i.2.-wl. 1 I P t 1 Start Joist Layout Here FZ fa 3 27 * - 31•-ir- S. . -< 01 0 1.0 a q , _ 53.11- - SI ra U . -a •-s . DI 3 is ' E czt• E "E Ell 3 ill 3 Ill C m ED :=••• it —, AL. "b., E .°.a.. I•se 1 1N 1.1*,ga'Pr = Z IV) r• ' Sheet contents: I Project Title: „ ,, q.411k,\4411Pr ' Duke Shold ,,,i, 19: -,,, ,A . c. 1 ! ,k;:k...•!E.. :f'.'-,;7'2w,:-'fr.0 --.: :,'e 4.-i-,, ;-, ''' ', -. i Foundation . . . - HOMES 61 Randolph St. Port Hadlock, INA 98339 , L \'‘., , 01 . a , , i 360.301.0803 ! , , .12 Kala Square Place Port Townsend,INA 9850 __I, La 1 •• ..1._ Parcel #- 994800303 360.3741.1/4141 ' • ' . _... . . . . _ _ . 1 i 1 ir 34' \ , 6'---\---4' \ 15' , 5' ! 4' \ 1 ! 4040 445 5040445 1 0 I ! 1 , _.-------. ..„ st, ! , ■ , 1 --:.--n / ____ 4‘ I g 1 1 II 1 a X I ittiF ti4 : a) I E -e• 1 I -4 I ,.J.N ; • , I ; 1 1.5 i I 1 : I- 5"r- - w- , , ! '6 tst i 0 tn — ; I > ie I + ! • ! - "'.---./ 2068 .. , WI ii• i i ! ! , 7iL-- 444i i OMI.4■10 I4 , i -l r-s' . . — 3-7 —4-3-----. "-- 2-7"1.--- ----6. I 4 , to , zi 7-1 4'-5 1 ! r I , I t x 13!. i a ...." 7 1 i i 111 il ! i i , .. - ! ._._____L I i..■2%6 " -1-Tr -- '34 ' , 1 \ , „/ 1 . , L ,n ,,,a,2646 ... .s966 ,14,::lh..„,./ -- 7....7 2,6.,,.. , ,.! ,''' , , I. .4.1 61 ' , ■ ! -it I -,,,..— , \ 4 1 , 1 1 .... I I i+•-• + I Ct ,l 1 I al + ■ 1 !!1 I , I I I I / , , , 7 . t„. E____ , 40 H5 Egrer I , ■ I I i 47-5.-11" 1, 4' 4. 1 1 V-41 lir .4- --- - 14-q 1/2“ ■ ! i 1,---- _..,_...... Sir ._ '!:: ■ : . I ' ■ ! x43' ■1111ril'.'"- ` I CO Gs AO 0 , 313 us 7,,, `V' 4r,it jo 70 Vs X r. 11 $ ■1 Al,r- It ine , : •-••••... GO ,• 7P tg /466 ' 41 . ......... C eR .... , V6 VA _ I ,Lill I Sheet Contents: 1 Protect Title: 1111vAir - .• , Duke Shold , , , , me ..,-,''..=,- )'',Iti: ' = to ' oik " . 5‘ 1 - ! I ''' 0- g , = .-61 1 •••• , , -,'-': 4 # ' W ' •- ui I rraming Plan 1 L.-,..„.,...--- L....i...•1&,a , -.',::, )".,.II I+I I; I r .. , NI ---• 61 Randolph St. 1 10 - , to .... _ HOMES Port Hadlock, VA q6339 360.301.0803 92 Kale Square Place Port Townsend,WA 98368 'Ull I ia i I Parcel # - c194600303 360.379.1199 i • ■ , ! i Simpson LSTNIM or 1-1SU2 In(2)Studs to FON. 7----,.. , 1 404.Z......i14S V S040 NS _ Ul 1 1 1. M..= 1 , 4.4 1 3-1/2"x1-1/7 3-1/2"x-pur ! 6 , 1 61.8(J) &LS 0) -<::::1 -,...4 -11 , :i......,....,_ .• CP 0 ..: 1 v) T .1. I II ill X § 4 . . i . 1 ! 1 i I GLS(N) I gl r- I ' T g 1E■ ---I- IL$0 i-a -4 U ,424 I i 0 S-1/2"x1-1/2" VI i> GLB(0) ----„ ------d co x 0 . I ........ , 0 ir x-R si-Q 2068 c.--71 ...-1' L ,.__,..$r i 1 ,<-1 I cl a — 1 m ---.4 i I i . i 1 i ....., e It. i t rr- k 1 .-., ••■■•2668 - fr ,, i.,•-*_ ----1" . - , . -------- ' 4 , ■ 4......._., IV -''''' . J246 L---,: ' g / ,....- , i i i G%LT ..,....-..- --__.....,age — !--•x- -,-. a x— \ I W 1 i t . F , , ii.,.. t.X UN , . ■ 1 , . , , --r------ ......._ : , I, .....,, , , 1 5-1/2"x 117 ' 5-1/7 x 7-1/7 1 -....,, GLS L) &LS(P) , 1 1.- - - :',---' ..-,. _ - ■ ..., 4040 HS Egress 1.1.:\ , .___.N i 1 , i 1 Sr?# qo ir• vr. xf is, r* 0 ! .... ,4%,- 11 • ! ..... • Ner -114 ! VI --- ! A 4 1 to 1 IP I Sheet Contents: Project Title: f 1 rt- ■ ! I 3 1 .... 4 Duke Shold i w § 1 zt ye ! Sheanvall(3) . bl Randolph St , 4,ettHrO'r'O M; E,S 4 ... ). i , , Port Had lock, INA 98339 N . i ' , i 360.301.0803 i , 92 Kele Square Place Port Townsend,1^L4 98368 I Ul Ns., ti t 1 Parcel # - 994800303 1 360.3/91199 ' • . r • 1 . . . 7 _— -- rini_.,„ i,tic ie.) LP A I 11" —11111111111011111111.0111111111111111111111141111111111111111.111•111111111MNIPIIIIIIIMINIIIIP. 1 , ! a 8 : >,S, 1-- - , . ,, i .-1-. gb , , , , , s U , .....__ _ ....._ 4 4 • ; .....■ -.3 * , , _____ . . • . ... ...._ 3 "5" 5- . lk IQ ' , , ..._. ......_. _ * _t -13 AA.- k Pre-Manufactured Trusses 0 24-0c - A) so ' .... . . LW 12-5/8"Heel for Insulation. _ .. II -4 ! \ a 7r 1- 4-4= " .,.: ,-- , —..— _ mnammin , , 4. -g --s\ . _ . . EL - i is (, le", ...!....._211 !US , ff r 1 --._:_-• , gil. ''-i mil jr., 10-zE 2 0 i ll witi : II 1 „. 2 '.:-• . . , . -- ' ;"'"-----* Wu C: k EN. It-is) i E i, L =IV I 1 w I .E. \ ,, ........—fr i23. - - ir 1 I „... - ..., , ,, s..3 I 1 I 1 I it Z II ? I 0 I I .,!^,-- , ', ! 1: (*(1)1 i' II '‘"-,!--/ t I _ I__..,,_ i. '‘,..„.. ..__._______ — '• r MA , , _ lin I I I to, gm imilituAsim- ail ' 1 , . 1 , , N ..._..„____ ' II------— ' - ;'-- !••■•• 111 4. NIA immisim 1 i _.. ..._ Ga III , 1 1. 1 0 , E ./.,--- . , ,... , ,.. , 1 01141 ,„, . I , MEM \ • ...,.- . I - i Continuous Ridge Venting 11.01101.11111111111 11111111 inilliiiMaims 0 li : - - ,--.L,,; 4 miator 0 t---; .rA1111.11111111r '41 •-,.. r , 1 --11"/ f "` ' ., , I II 'yr, kctr.„ . no • ---- ,„Thi -:•,.-- Iry ., f---.) 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Details -a I w i 360.301.0803 92 Kale Square Place Port Townsend,WA 98368 i Parcel #- 994800303 ¢ 360.374.1799 1 1 � .— ailaiii L' a pp- Norn g noiU {(�1N wm -.�� $ pVp a � z", A L' J M1. p Z 1I1 SSigs��� �'• fv 3 �� LPI ttyy�� O 1"..32 n b= q g. RS a 214'-Itg ' li 1<> J1 :ii : -Tc' 1s i_![&a • • t,:,,,,,a7,,'' :: .4?? MITT t r 1 I k\ ' �r GI a c.. V . 3 3 N L, 1 tr,.' > 'i . w 1 ., ' r .. co 'mac o S° a° \, + ! f' # _ lr • __ ______.-• L_f s: 1 �^4 .,. °S� $3 P.. i } jy ry _ate f'` ° n v a s I 1@ 7C 1. M`L g.tN A®d — f r*,7. I ! k \ le, a IT( \ / i i44 3,..z --- 3--- ..1-0 ,,, ..........__,„._...— i i Lar "� f Rea. 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'� Ry 12 2 3$$ Ofi `tl a= J���11 a Z i tly• Ntp aV . v7 3 R A� n f 3 n 2 m { .2' I shag/contents: j Project Tide: llik to & a a _v l Duke Shold 4.r.f` N Structural " GYM Cr o s 61 Randolph St. HOMES _ i o w 0 Details Fort Hadlock, YVA 98339 \.ut w 360.301.0803 92 Kale square Place Port Townsend,WA 98368 1 t1t ,' -► Parcel #- 994800303 360.379.1 199 i m 'dM'aimuipoOM ep0PSe3 asps 0 1001d 101 apg.7SS3 asiog 13440449U443 94408 Aq 40a40 uaaq IOU sett Ou!MwP x141 �,/t(±'� 'Iynounspeip pus'spsol's444wenb'suo1sUuswlpRenadde V7UL I. Ueld ploys era -Aexei w ; \ 1 '01313 3141 NI pus 41.09440 0114 i0ss4PMd w444941'8411P11nq 94410 sBtllxsjp 004M0-mpg cud ! s § i ubisep slip 40 Spew ueeq sell 11Pa4P puopueugp JO IwnPPnh$ON x S1N3W33af1S'd3W 11Y ONIMld2Ia NOI1V1N3S32Id S31VS m y o L 310N W C r) U 2 WZ N to ° t o :', o Z° a I LL Qm Z () 3 g g > > > n 91 0 W< W N N N iN N O LL IX g a CY iz 1Q ES C 0 0 0 J J 00 c� g LL LL 0 y UN b g o L U J 5 mmmm m 020 0 >-J J V m 2 lv r n n r r 6 m e Z 0 o � .111a ;,t t' S x i 11v $ �'� _on -' W` z i111�l;1E1I m w / i1lt1;1 i 1: 1 J 13_ ❑ Z �� E, admBmS i1 O f=1 CL II Il �" S F 2 . . ,2,i & /Eke n IL ?'ill �� i , < — 9-ySS ,.✓-..„ .0.49 N 0 ge?= 4 LL jp m / ..0.l£ / ,.0.ZZ / 0 Cl 114 �p cP n1 -- w 1 I ZOa_Z — - C �g mW I1 1 I `,1 °'o>Wg J IL �{ b aa �Ol- � >o 1 . I I 41 n zzoO i-toZIX<nO ► e'II ctQQ-ZY r i� �Q �1O a ` atV + O d u.Up<Oa V J ill b J n �f , O 1 > ti O . d1 � I� O o U ' 1 , o CO•■■• Lc, - C° 1 p b tr) J '''--;1! 1 I ` , n ! s la ! Io I C ---a-7 n m n _ 1 1 1 N 1 ;1 I I �s 1 1 1- s 1 E P 1 '. 1 I "4 11 1 �q\°' 4Igo Sg ` _ ♦ . a _-TT-_7 __CJ8 ® ii col 0 Are .0.Ol .0.49 31I{ 4 4 41\ I M Y + SUGGESTED SINGLE PIECE `HIP RAFTER SUPPORT DETAIL ) 3-12d TOE NAILS (1 ONE SIDE,2 OTHER SIDE) PERIMETER SOLID OR VENT BLOCKING ► s� 2X4 HIP RAFTER BEARING BLOCK w/2-12d NAILS TO WALL TOP PLATE OR (BEARING BLOCK MAY ALSO BE SECURED w/2-12d TOE NAILS FROM TOP PLATE TO BLOCK) Pro Build Arlington Truss Div.#668 20815 67th Ave NE Arlington, WA 98223 phone 360-925-4155 For wind uplift considerations see fax 360-925-4637 Building Designers sections and details. CORNER RAFTER 8'-O" SETBACK MIUSAC- 9 -8SB 25-7 3/31/2004 PAGE 1 K, ti (0 MINIMUM GRADE OF LUMBER LOADING (PSF) MiTek Industries,Inc. i TOP CHORD:2X4 HF 1650F 1.5E L D Western Division # BOT CHORD:2X4 HF 1650F 1.5E TOP 25 7 STR.INC.:LUMB=1.15 PLATE=1.15 SPACING:24.0 IN.O.C. REPETITIVE STRESSES NOT USED NO.OF MEMBERS=1 NOTE:1.ALL CONNECTIONS TO SUPPORTS BY OTHERS 2.ALL PLATES ARE MITEK MT20 --3-o-o 8'-O" SETBACK TENSio SUPPORTS SHALL BE PROVIDED ALONG EXTENSION©5'-8"O.C.M 181 PLF rj- t SPLICE MAY BE LOCATED ANYWHERE IN THE 12 EXTENSION . 2.83---a.24 �-' 3x10 splice plates may be replaced with 22"2x4 HF No.2 or btr.scab — 5 one face with.131x3 min.nails 3"o.c.2 rows 6x6 ' --3x6(TYP.)UNIFORMLY �', ---- SUPPORT 1 t DISTRIBUTED fi `_ •-1---`� 3x10'- ��' -i=;i `�' 1/2"GAP MAXIMUM BETWEEN ..r. ..:•, '`� SUPPORT AND END OF RAFTER - S PPORT I - (R=683+EXT. R=341+OH I. LENGTH OF HEEL FILA TE 1i2 (MIN.4') »/./ �._ 11 3 12 '' . �it/,A Qv y �: t: it A • '44"LinitsV \on& JUL 2 3 2010 n WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED?CITEE REFERENCE PAGE Jam--7498 BEFORE USE. 1 7777 i Lane Design void for use only with Wok connectors.this design is based only upon parameters shown.and is for on individual Sues 109 111 a ab'rt of design les and .J arming g st PPS v proper incorporation o!component b respons�y of bsJYdM>Q designer-not huu designed. h for lateral support of din ividuol web members Only.Additional lernporary bracing to insure shadily during del Ceres Heights, � f tE I erector.Additional permanent bracing of the overal structure is the responsib7 of the b y �or general guidance is the Wig'of the t uikl'vsg designs.For general guidance regard ne ' fabrication,senora onlrot storage,deivery,erection and bracing,consul)ANSI/,Ill Quality Coeds D58-84 and lC511 Siding Component Safety hitomwMon available from Tuns Plate Inslilute.583 D'Orn6b Drive,eas on.WI 53719. ^! ^_---- L/���df ,- JUNE 12, 2012 TYPICAL HIP CORNER NAILING I ST-HIP CR NAIL Et Page 1 of 1 OPEN END JACK CONNECTION DETAIL CONSULTING uc G. a (A) (2)12d(0.131 X 3 1/4")TOE-NAILS©TOP&BOTTOM O CHORD CONNECTIONS BETWEEN JACK TRUSS AND K "HR"GIRDER. w co MONO TRUSS MAX.REACTION(Ibs)FROM TRUSS DESIGN DRAWNG D LDF= 1.15 1.25 1.6 O• :\ -I TOP CHORD 135 150 195 2 \� BOTTOM CHORD 135 150 195 , (A) JACK • (3)12d(0.131 X 3 1/4")TOE-NAILS 0 TOP&BOTTOM ° CHORD CONNECTIONS BETWEEN JACK TRUSS AND E "HR"GIRDER. (A) JACK - MAX.REACTION(Ibs)FROM TRUSS DESIGN DRAWNG w LDF= 1.15 1.25 1.6 ce w (A) JACK TOP CHORD 205 225 290 . z \ BOTTOM CHORD 205 225 290 O \ _ IC a a \�\ I'"HR" ,�,sED PROpb I V0 I �I-- GIRDER ��\5 (GNQiNE s/O r $O/w a- 028P , 'DETAIL ASSUMES ALL LUMBER IS MINIMUM 2X4 HP i ol ,r �' 4/41 OREG N o a.,'�vr,, i 01'... . 1 1/2" gRV io . 4:s. vie` o` ./4 1 J. V36 // /y ioNAL / 1 Elyot.S 0l3o zoo- (o/ 4-- NAIL5 TO BE INSTALLED STARTING 1 1 "BACK FROM THE END OF THE JACK AND PENETRATE f 1 1/2" A MINIMUM OF 1 1/8"INTO THE"HR"GIRDER /� ,\,:::\ "HR" GIRDER / 4 \ \ � \ ,\1 1 1/8" MIN 1 1/2" OPEN END JACK TRUSSES Conforms to:IRC 2000/2003/2006/2009 25° - 75° IBC 2000/2003/2006/2009 DETAIL FOR COI I:MON AND END JACKS ST-EJ-8 8/15/2012 PAGE 1 Mi3g/ MAX LOADING (pal) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 BRACING TCDL 15.0 Lumber Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING REFER TO TRUSS DESIGN DRAWINGS EXPOSURE B OR C PARTIALLY EXPOSED FOR LUMBER AND PLATE SIZES MAXIMUM WIND SPEED=90 MPH CONSULTING cc c ASCE 7-05 TOP CHORD EXTENSION. LENGTH OF EXTENSION AS DE GN REQ'D,20'-0"MAX. METAL CONNECTOR PLATE AT SPLICE PER TRUSS DESIGN DRAWING OR 2X4X2'HF No.2 SCAB ON ONE SIDE OF TRUSS CENTERED AT SPLICE.ATTACH SCAB ATTACH END OF TOP TO TRUSS WITH 2-ROWS OF 1..(0.131X3")NAILS SPACED CHORD EXTENSION 3 TO HIP GIRDER WITH 4-10d(0.131X3") TOE-NAILS -2-0-0 8-0-0 I NOTE: 3 TOP CHORD PITCH:4/12-8/12 ���I 6-o-o MAX. BOTTOM CHORD PITCH:0/12-4/12 i PITCH DIFFERENCE BETWEEN TOP AND PRO IDE SUPPORT TO BOTTOM CHORD TO BE"2"MIN. CHORD EXT NS OEN AT NO MORE THAN TOP SPACING=24"O.C. TOP CHORD OF S PPORTING TRUSS. 6'-0"OC VIA SUB GIRDERS. ATTACH TO JACK TRUSS TOP CHORD/EXTENSION WITH FRAMING ANCHOR CAPABLE OF RESISITNG REACTION PROVIDED ON TRUSS DESIGN DRAWING. i SEE BELOW FOR CONNECTION OF BOTTOM CHORD OF JACK TRUSSES TO BOTTOM CHORD OF SUPPORTING TRUSS. 8.0-0 8-0-0 - 6-0-0 a EXT. I] 2-0-0 4-0-0 2-0-0 0.- EXT. . 2-0-0 "" 162X3.5")TOE-NAILS OR 2-0-0 2-0-0 SIMPSON TJC37 JACK TRUSS CONNECTOR 2-0.0 ► (OR EQUAL) ""'4-10d(0.131X3")TOE-NAILS —MINIMUM CONNECTION OF TOP CHORD OF JACK TRUSS TO HIP BEAM **"3-10d(0.131X3")TOE-NAILS '""3-10d 0.131X3")TOE-NAILS ral .1 �� BOTTOM CHORD LENGTH MAY BE 2'-0" CONNECT BOTTOM CHORD OF JACK TRUSS OR A BEARING BLOCK. TO BOTTOM CHORD OF SUPPORTING TRUSS WITH 2-10d(0.131 X 31 OR 2-16d(0.162 X 3.5") 2-0-0 TOE-NAILS OR SEE DETAIL ST-PRESBLK F 8-0-0 FOR ADDITIONAL INFORMATION. NOTE:NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. STANDARD GABLE END DETAIL MII/SAC — 20 4/27/2004 PAGE 2 OF 2 4-10d NAILS MIN. ,PLYWOOD SHEATHING r'`TO 2X4 STD. DF-L BLOCK 2- 10d (TYP) IC 1 t i;• I If ,/,1 t' — 2X4 BLOCK /�\ \ SIMPSON A34 /2 \\ OR EQUIVALENT )±45' for, 2X4 STJD OR BTR SPACED @ 5'-0"O.C. SHALL BE PROVIDED AT EACH END OF LEDGER -� \\ BRACE. EXCEPT FOR BRACE EXTENDED 2X4 No.2 OR BTR STRONGBACK INTO T-IE CHORDS& CONNECTED TO 2X4 No.2 OR BTR CHORDS W/4- 10d NAILS. MAX. _=NGTH=7'-0" GABLE END` 6'-3" MAX TO STANDARD TRUSSES BEARING WALL SPACED©24" O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR.FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS©6"O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS(0.131" DIA.X 3.0"LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS=8'-6",UNLESS OTHERWISE SPECIFIED BY PROJECT ENG.OR QUALIFIED BUI a IN' 'ESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT.CHORDS=7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0"O.C.MAX. t :X 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. �`�y ?,-s4 41.P H f a .r� S' . 30496, SEP 10 2009 EXPIRES 00-01.101 A WARNING•Verlh design parameters and READ NOTES ON viers MID INCLUDED NITRIC REFERENC.E PAM MIT 7473 DSFORE USE. 7777 Greenback line Salle Design void for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. atfu 109 AppicabHly of design paomeniers and proper incorporatlon of component ismponslWttyof building designer-not uuss a4 us heights,CA,g5B1 is tar bferal support of nt dividual web members only.Additional tenporary bracing to Insure slabfil 'y n erector.Adds Ionat permanent b acing of the overai structure is the res ons of the y gner. or genxMbn k therespgarci cr of the p ty huityCd.da,D511 For and BCSguidanngro M Tek* blxkotion,quoily control slaage,deWery,erection and bracng,concui ANSI/TPiI Quality GNedq D58•i9 and iCSil Building Component Safety Inlormaion available horn Truss Plate institute,583 D'Orotrio Drive.Madison,WI 53719. STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 NUMMI MITek Industries,Inc. ® Western Division SHEATHING �, (BY OTHERS) *DIAGONAL OR L-BRACING 1 REFER TO TABLE BELOW 24"MAX 24"O.C. SEE PAGE 2/2 FOR 4X4— ALTERNATE BRACING DETAIL 3 1/2" �1 1/2" 1X4 OR 2X3(TYP) ��( 2X4 LATERAL BRACING ■:4101111iR.USS, TO CIOM. 1 2 NOTCH AT AS REQUIRED PER � � 24"O.C.(MIN.)TABLE BELOW H6. s" TOP CHORD 6 T NOTCH DETAIL iti61,� 3x5= CONT. BR„:. .:..:❖.•:..•::•:::..•::. :::::.•::................ .:•� END SPAN TO MATCH COMMON TRUSS ► WALL IGID CEILING MATERIAL J4AVERTICAL STUD DETAIL A 1 TYPICAL 2x4 L-BRACE NAILED TO 2x4 VERTICALS W/8d NAILS r I SPACED AT 8"0.C. SPCTIfN A-A LATERAL BRACING NAILING SCHEDULE LOADINgpsf) SPACING 2-0-0 VERT. HEIGHT #OF NAILS-AT END • TCLL 50.0 Plates Increase 1.15 UP TO 7'-O" 2 - 1 6d TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Ina YES 7'-O" - $i-6" 3 - 16d BCDL 10.0 Code IBC/IRC OVER 8'-6" _ 4 - 1 6d LUMBER TOP CHORD 2 X 4 DFUSPF/HF-No.2 BOT CHORD 2 X 4 DFUSPF/HF-STUD/STD r OTHERS 2 X 4 DFUSPF/HF-STUD/STD yr G MAXIMUM VERTICAL STUD HEIGHT - rr. -'it4 SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L-BRAC-1 l?. �, 12 INCH O.C. .- -0 1 -2-0 -0-1 C •. . ! IMME 1'�E:3'[! \My, 24 INCH O.C. IIIRFOMIIMIIIIMVIFMIIIIIIIIIIIIIIMH IMIll NOTES I EXPIRES 08.01.101 1)VERT.STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST,EXP.B,HEIGHT 30 FT 2)CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3)FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. SEP BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT EP 1 0 2009 BRACING OF ROOF SYSTEM. S 5)DETAIL A(SHOWN ABOVE)APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT.STUD HEIGHT OF 8'-8", TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24"O.C. ATTACH SCAB(EQUAL OR GREATER TO THE TRUSS T.C.)TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6"O.C.IF STUDS ARE SPACED AT 24"O.C.AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2)NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3)LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING. 4)NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 s A WARIONO•Vai{jy design parameters and READ NOTES ON MS AND I CLQORD NITEKRBFERRNCE P405 NH-7493 WORE as& 7777 Greenback Lane Design void for use only with/AIR*connectors.This design Is based only upon parameters shown,and Is for an individual building componenl. Salle 109 I. APWcabSty of design pparomentea and proper kncorporoilon of component Is responsibility of building designer-not truss designer.Bracing shown alms HSIOhle.CA,9581 Is for lateral supped of k .rWoat web members only.Additional temporary bracing to Insure stability during construction Is the responsibily of the erector.Additional permanent bracing of the overall structure Is the respond:40y of the bulking designer.For general guidance regarding labricotbn,quotly control,storage.deivery.erection and Irodrg.consult ANSI/TM1 Qualify Criteria,05849 and BC511 Budding Component \ i'ek® Safety InformatIon available from Truss Plate Institute.583 D'Onoklo Drive,Madison.WI 53719. 'Y", SUPPORT OF B.C. OF STANDARD OPEN END MIUSAC -7 JACK USING PRESSURE BLOCKS 3/30/2004 - Milek Industries,inc. Loading(PSF): Western Division BCDL 10.0 PSF MAX . 41 6 2x4 bot ss chord carriertru j _ — L ' � ���!>f72-f.13i X3.1)"MINI .._ -- NAILS l 2x4 block �..I t1YA) °1� — I Jack between jacks. 1,,i •`truss nailed to carrier eon'- wA3 Waace"X8.0 MIN)- OM 1 1 .._ ._ --_--• nails s-�aced at 3"D-c t I- I I CAL MP" t / ; 0f f) C j I i { I / I l I I II 24"1YP I I PARTIAL FRAMING PLAN OF • CALIFORNIA HIP SET WITH SUB GIRDER f BC of carrier truss /�_ A.7-:.,....,.,..,. ... //// \ \__ 2-(.131"X3.0"MIN)NAILS(typ) ‘` — BOTTOM CHORD OF OPEN END JACK Sr fp' "'o� ft / '� �J 2x4 block between jacks,Walled to carrier BC + A:t w/ti-(.131"X3.0"MIN)NAILS @ 3"o.c, - r 3 �` 1 laNAIO w Ili 232010 .. - �, a WARAUN6-Verify design parameters and READ irons ON vas AND INCLUDED AUT RREFERERCE PAGE JV 7473 DY.FORD DDS. 7777 Greenback Lane • / Design void tot use only with Mack connectors.This designh based only upon parameters shown,and is for on individual building component Suite 109 AppieobiGy of design parornenlen and proper incorporation of component is responstbilty of building designer.•not Inns d Citrus Heights, is far lateral support of indtvkyuaiweb members only. Additional lenywrory bracing to insure slab�IG during designer.Bracing shown CA,958r erector.Additional permanent bracing of the overoi structwe Is the responsibility of the building designer.�or general guidance fan re regarhing olihe latrrtcolion, ursi conlrol,storo deiv � eo,Deg.rod nd li of Buldg Component sturdily garage, ee Institute,erection 583 b Onohl bracing,Drive,M Bison,WI Quality Cdtedo.DS9.99 and 3CSIl Building Component Bogy InlormoNon ovdlobie Nom Truss Pule Institute,583 D'Onoldo Drive,Madison.WI 53719. NtiTe ° 1 --- IPROBuiId TRUSS DIVISION 20815 67th Avenue, Arlington,WA 98223 360-925-4155 Warnings: 1. READ ALL GENERAL NOTES AND WARNINGS BEFORE ERECTION OF TRUSSES. 2.BUILDER AND ERECTION CONTRACTOR MUST READ ALL GENERAL NOTES AND WARNINGS BEFORE ERECTION OR INSTALLATION OF TRUSSES COMMENCES. 3.COMPRESSION WEB BRACING MUST BE INSTALLED WHERE INDICATED BY ® ON THE TRUSS ENGINEERING. 4.ALL LATERAL FORCE RESISTING ELEMENTS SUCH,AS TEMPORARY AND PERMANENT BRACING, MUST BE DESIGNED BY THE DESIGNER OF THE COMPLETE STRUCTURE. ProBuild's Truss Division ASSUMES NO RESPONSIBILITY FOR SUCH BRACING. 5. NO LOAD SHOULD BE APPLIED TO ANY COMPONENT UNTIL AFTER ALL BRACING AND FASTENERS ARE COMPLETE AND AT NO TIME SHOULD ANY LOAD GREATER THAN DESIGN LOADS BE APPLIED TO ANY COMPONENT. • 6. MITEK HAS NO CONTROL OVER AND ASSUMES NO RESPONSIBILITY FOR THE FABRICATION, HANDLING,SHIPMENT AND INSTALLATION OF COMPONENTS. 7.THESE DESIGNS ARE FURNISHED SUBJECT TO THE LIMITATIONS ON TRUSS DESIGNS SET FORTH BY THE TRUSS PLATE INSTITUTE IN"BCSI-B1 SUMMARY SHEET—GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES"A COPY OF WHICH IS ATTACHED. 8. DO NOT INSTALL DAMAGED OR BROKEN TRUSSES. 9. DO NOT CUT,ALTER OR DRILL ANY CHORD OR WEB MEMBER OF THE TRUSS. 1, 4«,. General Notes, Unless Noted Otherwise 1.TRUSSES DESIGNED TO SUPPORT LOADS AS SHOWN ON TRUSS ENGINEERING. 2.TRUSS DESIGN ASSUMES THE TOP AND BOTTOM CHORDS TO BE LATERALLY BRACED AT 2'-0"o.c.AND AT 10'-0"o.c. RESPECTIVELY UNLESS OTHERWISE NOTED. 3.2X4 IMPACT BRIDGING OR LATERAL BRACING RECOMMENDED WHERE SHOWN BY ON THE TRUSS ENGINEERING. 4. INSTALLATION OF TRUSS IS THE RESPONSIBILITY OF THE RESPECTIVE CONTRACTOR. 5.TRUSS DESIGN ASSUMES TRUSSES ARE TO BE USED IN A NON-CORROSIVE ENVIRONMENT AND ARE FOR"DRY CONDITION"OF USE. 6.TRUSS DESIGN ASSUMES FULL BEARING AT ALL SUPPORTS SHOWN. SHIM OR WEDGE IF NECESSARY. 7.TRUSS DESIGN ASSUMES ADEQUATE DRAINAGE IS PROVIDED. 8. PLATES SHALL BE LOCATED ON BOTH FACES OF TRUSS AND PLATED SO THEIR CENTERLINES COINCIDE WITH JOINT CENTERLINES. 9. DIGITS INDICATE SIZE OF PLATE IN INCHES. 10. FOR BASIC DESIGN VALUES OF MITEK PLATE, INDICATED BY THE PREFIX"MII", SEE ICC ESR-1311. 11.THE MITEK NET SECTION PLATE HAS THE SUFFIX "HS",THE DESIGNATOR (18) INDICATES ��,✓) 18 GA.MATERIAL IS USED.ALL OTHERS ARE 20 GA. j'z4 4,•4, u A6 II Ott / 544040 l 16-00-00 1 38-00.00 , 4-00-00 , 34-00-00 , ,4 A05 ,,,, ,._ ,-- I> Y II !N 1.1 _III "I IN : jl N II g ii - lI IN . � iti3 11 fir IN 13-07-00 IN N ' IN N Al D M 11 III IN � _ _ SIN N I 'IN N � =III 1 111=11.111111111111 ,; - SIN .4W11 IN iii ,_Al lr 22-� 32-00.00 T Z 07 i 54-00-00 , -- r - I— THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING IL3 p 11 0 2 an I il 20815 67th Ave NE These trusses are designed as individual building components to be incorporated into the budding design TCLL(PSF):25 Arlington, WA 98223 at the specification of the building designer.See the individual design sheets for each truss design identified TCDL(PSF):10 Phone: 1-360-925-4155 on the placement drawing.The building designer is BCLL(PSF):0 y BUILDER: DATE: SCALE: aesponsible for temporary and permanent bracing of the Lexar Homes roof and floor system and for the overall structure.The BCDL(PSF):8 NTSdesign of the truss support structure including headers, TL(PSF):50 beams,walls,and columns is the responsibility of the r"" PROJECT: Shold Residence DRAWN JOB#: building designer.For general guidance regarding Wind Speed:85 B BY: KN B 1306190 wing,consult"Bracing of wood trusses"available LL DEFL:L/240 from the Truss Plate Institute,583 D'Onifrio Drive; ADDRESS: Madison,WI 53179 CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: J 1306468 MiTek 20/20 7.2 -Duke Shold Job The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I7414138 thruI7414150 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon:All truss and component designs utilize manufacturer published connector(i.e.truss plate,etc.)design values and American Lumber Standards Committee (ALSC)approved rules-writing agency lumber design values(where Southern Pine has been specified,those design values are as tabulated in Southern Pine Inspection Bureau Grading Rules 2002 Edition Supplement No.13).Lumber design values correspond with the grade stamp prior to cross cutting as(a)approved by the Board of Review of ALSC (b)tabulated and footnoted by the applicable rules-writing agency using a published effective date,(c)approved and published by the American Wood Council for use in the NDS engineering equations for the design of structures using lumber,and(d)referenced in the latest edition of ANSI/TPI 1,Section 6.3. 1044 _8 j) Al* oV`V Qr *. /,fir.: ro October 24,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings.The design assumptions,loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply -Duke Shold Job 17414138 J1306468 A01 SPECIAL TRUSS 11 1 ProSuild Arlington, Arlington,WA 98223,kevin Job Reference(optional) 7.350 s Sep 27 2012 MiTek VgJustries,Inc.Wed Oct 23 16:24:56 2013 Page 1 t ID:6NR15XNYCrO1 QE1 pv?J2y9ywYtX-?aFCTbvhbfdMUE WguXwG7m3fPOwybq?OekztRyQTxL 1-1-3-41 6-1-3 1 11-6-10 1 17-0-0 22-5-6 1 27-10-13 32-0-0 1-3-4 6-1-3 55-5-8 5.5.8 5-5-6 5-5-6 4-1-3 Scale=1:55.8 4x4= 5.00 12 7 5-.n • 6 8 5 ,; N 9 t,1 > 2x4 \� 4x4 4 10 5x6 2x4 11 g� � 3 7 6- � �15 8- 11 I! 2 I. 4-1' 13 10. `4 41 12 1,7 4 1� i� c: E+7 Ida 2-1g 101 a 1g 101 12 14 �� :1 17 16 18 19 15 20 21 14 13 8 12 4x12 II 3x8= 3x6= 1 8-9-14 1 17-0-0 1 25-2-2 1 32-0-0 1 8-9-14 8-2-2 8-2-2 6-9-14 Plate Offsets(X YY [2'0-8-9.Edge] LOADING(pat) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.16 15-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.34 15-17 >999 180 BCLL 0.0• Rep Stress Incr Yes WB 0.81 Horz(TL) 0.10 12 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight 168 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std"Except* 7-15,8-15,8-15:2x4 DF No.2 SLIDER Left 2x8 DF SS 3-4-11 REACTIONS (lb/size) 2=1309/0-5-8(min.0-2-6),12=1243/0-5-8(min.0-2-4) Max Horz 2=92(LC 12) Max Uplift 2=-59(LC 8),12=-33(LC 9) Max Gray 2=1460(LC 2),12=1388(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2405/70,3-4=-2292/99,4.5=-2155/78,5.8=2035/92,6-7=-1612/75,7-8=-1609/86, 8-9=-1701/86,9-10=1835/52 BOT CHORD 2-17=-118/2031,16-17=-51/1848,16-18=-51/1848,18-19=-51/1848,15-19=-51/1848,15.20=0/1664, 20-21=0/1664,14-21=0/1664,13-14=0/1664,12-13=-44/1463 WEBS 7-15=-6/843,8-15=-437/112,10-13=0/271,6-15=-654/120,6-17=0/301,10-12=-1843/52 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=5.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are 3x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 59 lb uplift at joint 2 and 33 lb uplift at joint 12. 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 1 r- /�r, 4, / f 5-f: : .=' � October 24,2013 1 • A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint zi#ffil designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consuk ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply -Duke Shold Job 17414139 J1306468 A02 GABLE 1 1 Pro Build Arlington, Ariingtoe,WA 98223,kevin Job Reference(optional)1i'' 7.350 s Sep 27 2012 MiTek Ii ustries,Inc.Wed Oct 23 16:24:58 2013 Page 1 A ID:6NR15XNYCrO1QE1pv?J2y9ywYtX-xzMyuHxx7Gt4jYg30yxNLYsZCCBgQgelryD4xKyQTxJ 1-1-34 I 17-0-0 I 32-0-0 I 1-3-4 17-0-0 15-0-0 Scale=1:55.9 3x4= 5.00 1y 15 16 17 14 2 n' 18 13 19 3x4% _ 20 3x4 11 12 1021 22 9 <>' -�'� 23 8 -_ 24 . 6 7 i _ .25 26 5 27 r 5x6 % 4 28 29 ogi . 2 A3�_i:.■ mmemoirs..ois rol:..0.2w� .A.-ormgro.■�_s-s_-s_s7mi ro-t/!�r7ar_ww. .■�:•E■∎Ancorxw s i i���:ef7F_�:f os o o:._ro_sm 3x10 II 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x4 = 3x4= I 32-0-0 32-0-0 Plate Offsets',KY): (2:0-7-9 0-1-131.[1 •0.2-0.Edge] LOADING(psO SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 * Rep Stress Ina Yes WB 0.09 Horz(TL) 0.00 30 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:234 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 DF Std OTHERS 2x4 DF Std'Except' 15-43,17-42:2x4 DF No.2 SLIDER Left 2x8 DF SS 1-8-13 REACTIONS All bearings 32-0-0. (lb)- Max Horz 2=92(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,44,45,46,47,49,50,51,52,53,54,41,40,39,38,36,35,34,33,32, 31 Max Gray All reactions 250 lb or less at joint(s)2,30,43,44,45,46,47,49,50,51,52,53,54,42,41,40,39,38,36, 35,34,33,32,31 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL 3.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,44,45,46,47,49,50,51,52,53,54,41 ,40,39,38,36,35,34,33,32,31. . 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. - `[, R 04 LOAD CASE(S)Standard 4, O.f QQ •i ?.. ‘' /f ,%Q tp 'r Nrit October 24,2013 it f AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrain) diagonal bracing to insure stability during construction is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, t.// �/ delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply -Duke Shold Job 17414140 J1306468 A03 SCISSORS 10 1 ProBuild Arlington, Ariington,WA 98223,Kevin Job Reference(options) ' 7.350 s Sep 27 2012 MITek, dustries,Inc.Wed Oct 23 16:25:00 2013 Page 1 '. ID:6NR15XNYCrO1 QE1 pv?J2y9ywYtX-uLDjJzyCft7nyrgS7NzrQzxhPOjquQkaJGiBOCyQTxH r1-3-4 1 3-6-10 1 10-3-5 17-0-0 23-8-11 ] 30-5-6 i 33-10-8 1-3-4 3-6-10 6-8-11 6-8-11 6-8-11 6-8-11 3-5-2 Scale=1:59.9 4x12 = 5 5.00 12 3x4 i 3x4 4 6 P • 3x4% 12 3x6 88= 7 3x10% - 1 4. 3x10 ° r 13 11 2-1 3x6% 3x6 =---- 7.10 88g 14 10 7-78111111111111. _: 4x10 %-- 3 4x10 .00 12 9 15 2 3x4 II 2x4 II � 3-6-10 10-3-5 I 17-0-0 23-8-11 I 30-5-6 I 33-10-8 I 3-6-10 6-8-11 6-8-11 6-8-11 6-8-11 3-5-2 Plate Offsets(X Y): [2'0-3.3 0-1-8][120-4-0 0-3-10] LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.43 12 >928 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.94 12-13 >429 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.75 Horz(TL) 0.64 9 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:159 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std*Except 5-12,2-14,8-10:2x4 DF No.2 REACTIONS (lb/size) 15=1317/0-5-8(min.0-2-9),9=1232/0-4-0(min.0-2-6) Max Horz 15=79(LC 8) Max Uplift 15=-58(LC 8),9=-41(LC 9) Max Gray 15=1545(LC 2),9=1442(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3437/140,3-4=-4537/136,4-5=-3715/30,5-6=-3715/44,6-7=-4518/68,7-94-3371/99, 2-194-1522/84,8-9=-1424/49 BOT CHORD 13-14=-193/3246,12-13=-121/4251,11-12=0/4232,10-11=-89/3192 WEBS 5-12=0/2353,3-14=-716/82,7-10=-746175,3-13=0/978,4-12=-934/184,612=-920/193,7-11=0/1012, 2-14=105/3059,8-194-72/2992 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)15,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,9. 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard psEPH b A. �7 rf October 24,2013 1 1 A WARNING-Verify he design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability EiY of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint • il designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Lc SBCA at www.sbcindustry.com. Job Truss Truss Type QV Ply -Duke Shold Job 17414141 J1306468 A04 SPECIAL TRUSS 2 1 ProBuild Arlington, Arlington,WA 98223,kevin Job Reference(optional 7.350 s Sep 27 2012 MiTeI' dustries,Inc.Wed Oct 23 16:25:01 2013 Page 1 { ID:6NR15XNYCrO1 QE1 pv?J2y9ywYtX-MX25WIzgQBGea?Peh4U4zAUwYQ57drzkYwSkYfyQTxG 03-41 6-1-3 11-6-10 17-0-0 22-5-6 27-10-13 I 340-0 p5-3-41 1-3-4 6-1-3 5-5-6 5-5-6 5-5-6 5-5-6 6-1-3 1-3-4 Scale=1:62.5 5x6 = 5.00 12 7 � 3x4 3x6 � %i 3x4 6 3x6 5 9 2x4 7 4x4 10 5x6 ^NIThritiollii.446.12x4 II 5x6% 3 11 z '�,' ' AIIPIPV14 011 i7 2+v r, 1�17 13.15 12 g ' 18 17 16 15 14 '13 3x6 = d 4x12,I 3x6= 3x8 = 3x4 = 5x10 3x4 = 3x6= 8-9-14 I 17-0-0 I 25-2-2 32-0-0 i 34-0-0 8-9-14 8-2-2 8-2-2 6-9-14 2-0-0 Plate Offsets(XY)• [2•0-8-9 Edge][13'0-3-11 0-1-7) LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.13 16-18 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.30 16-18 >999 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.88 Horz(TL) 0.09 13 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:177 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD 2x4 DF No.2 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std`Except* 6-0-0 oc bracing:12-13. 7-16,8-16,6-16:2x4 DF No.2 SLIDER Left 2x8 DF SS 3-4-11 REACTIONS (lb/size) 2=1238/0-5-8(min.0-2-6),13=1427/0-5-8(min.0-2-12) Max Horz 2=-93(LC 13) Max Uplift 2=60(LC 8),13=-53(LC 9) Max Gray 2=1452(LC 2),13=1670(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2388/72,3-4=-2275/101,4-5=-2138/80,5-6=-2018/94,6-7=-1593/77,7-8=-1591/88, 8-9=-1646(70,9-10=-1780/56,11-12=-58/279 BOT CHORD 2-18=-119/2017,17-18=-52/1831,16-17=-52/1831,15-16=0/1631,14-15=0/1631,13-14=0/1405 WEBS 7-16=-8/829,8-16=-412/115,10-14=0/274,6-16=-655/120,6-18=0/302,10-13=-2007/37, 11-13=-293/77 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL 6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,13. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard r 'QSgrH b o w , r 4/*. w , 4 .f October 24,2013 4 t A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint ir/IN designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, 7� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Oty Ply -Duke Shold Job 17414142 J1306468 A05 GABLE 1 1 ProBuild Arlington, Arlingtom,WA 98223,kevin Job Reference(optional 7.350 s Sep 27 2012 MiTek ffMustries,Inc.Wed Oct 23 16:25:05 2013 Page 1 ID:6NR15XNYCrO1QE1pv?J2y9ywYtX-EJHcMgOLUPm43ciPwwZ070ekx1XiZrPKTYQyhQyQTxC r1-3-4 17-0-0 j 33-10-8 • 1-3-4 17-0-0 16-10-8 Scale=1:59.7 3x4 = 8 9 _ 41 1 10 5.00 7 12 6 I 111, 1:•••,:orM 11 . 74 12 37 35-70 • 5 . 11 13 3J` &>/ 35 '`33 -40=liii 1� o 3x6' � r. t>� _ yy 3x4 C T-6- t`- '37 34-35 3, ■-d■-■•• ■■•■•■•■• •• ■■■■•■■ ■■■•■•■■•■•••,4■•■■ ■■A■■■∎■■■•■■■■■•■■■■■∎s-r∎∎■saws••©s•■■•■■sr∎∎∎�rasr-rrwavr 3.00 12 63 62 61 59 57 55 53 51 49 47 45 43 41 39 36 34 32 30 28 26 24 22 20 19 18 17 44= 3x4% 5x6= 3x6 2 5x8 = 17-0-0 33-10-8 17-0-0 .16-10-8 Plate Offsets(X,Y): [9:0-2-0,Edge],[39:0-3-0,0-3-0],[42:0-1-10,0-1-0],[44:0-1-10,0-1-0],[46:0-1-10,0-1-0],[48:0-1-10,0.1-0],[50:0-1-10,0-1-0],[52:0-1-10,0.1-0],[54:0-1-10,0-1-0],[56:0-1-10,0-1-0],[58:0.1-10 0-1-01 t60:0-1-100-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Lid PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 1 n/r 180 MT20 220/195 (Roof Snow=32.0) Lumber Increase 1.15 BC 0.26 Vert(rL) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr Yes WB 0.08 Horz(TL) 0.00 18 n/a n/a BCLL 0.0 • Code IRC2012ITPI2007 (Matrix) Weight:290 lb FT=20% BCDL 8.0 LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Except: 17-40:2x6 DF No.2 6-0-0 oc bracing:62-63 WEBS 2x4 DF Std 10.0.0 oc bracing:17-18 OTHERS 2x4 DF Std JOINTS 1 Brace at Jt(s):40,44,48,52,56,61,19,35,31,27,23 REACTIONS All bearings 33-10-8. (lb)- Max Horz 63=128(LC 10) Max Uplift All uplift 100 lb or less at joint(s)63,55,51,43,26 except 17=-736(LC 18),62=-214(LC 10),18=-655(LC 11), 59=-135(LC 10),47=-113(LC 10),34=-105(LC 11),30=103(LC 11),22=-195(LC 11) Max Gras All reactions 250 lb or less at joint(s)57,55,53,49,45,41,39,38,32,28,26,24,20 except 63=259(LC 16), 17=622(LC 11),62=328(LC 17),18=1042(LC 18),59=317(LC 17),51=259(LC 17),47=350(LC 17),43=314(LC 17),34=377(LC 18), 30=323(LC 18),22=349(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All.forces 250(lb)or less except when shown. TOP CHORD 2-63=-293/48 WEBS 7-46=-343/115,6.5(=-279/111,10-37=-318/65,11-33=-344/122,59-60=-257/169,47-48=-329/126, 43-44=-292/56,34-35=-357/117,30-31=-302/116,22-234-349/196 NOTES 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL 8.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=32.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 32.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. . _ _ 7)Gable requires continuous bottom chord bearing. t 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3�'- A 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. „p_ 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 4 OO W . ` bottom chord and any other members. ,, t� 12)Bearing at joint(s) �� s)63 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3 4, 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)63,55,51,43,26 except(jt=Ib)17=736, 62=214,1855,59=135,47=113,34=105,30=103,22=195. / • 14)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)62,18. '-f 15)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 1.1 jr 114.16)”Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. t, ', , LOAD CASE(S)Standard v+f.%,,( Or October 24,2013 • • A WARNING-Verify design perameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint ,figrilt designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING NSULTING LLC SBCA at www.sbcindustry.com. . . Job Truss Truss Type Qty Ply -Duke Shold Job 17414143 J1306468 A06 SPECIAL TRUSS 2 1 ProBuild Arlington, Arlington,WA 98223,Kevin Job Reference(optional) 7.350 s Sep 27 2012 MiTek ustries,Inc.Wed Oct 23 16:25:07 2013 Page 1 ID:6NR15XNYCr01QE1pv?J2y9ywYtX-Ah nM2b010olwsolLbUCRkxlr3ulYlcwsv3mlyQTxA 134 36-10 6-3-15 10-3-5 11-715 17-0-0 23-8-11 2 30-5 1b6 34-0-0 35-3 1-3-4 I 3-6-10 2-9-5 3-11-6 I1-4-10 I 5+1 I 6-8-11 O6-d 6-2-2 �1-1-2I 2-5-8 r1-3-4 Scale=1:62.5 5x6 = 5 ft 5.00 12 3 3x4 x4 4 6 • 3x4% 14 I = 4x10 7 4x8 3 g: 6x10 = ,v„. 8 4x8 O '7” f, R 15 24:5 13 d+ 2-17 3x6•5 22-3 1 1 ; ∎.,i 9 1 ��S✓ x12= 18-:0 c �, e M16 2 Z - 10.18 = -a.zl•c<• ]�_ li 4x10 % 3.00 12 4x6••---- 11`al 0 3x6 = 17 3x8=-",3x6= 32-0-0 3-6-10 8-11-15 110.3-5I 17-0-0 {181-8l 23-6-11 24-3y1 3056 X31-0-8I 34-0-0 3-6-10 5-5-5 1-35 6-8-11 1-1-8 5-7-3 d-6-d 6-2-2 1-1-2 2-0.0 0-5-8 Plate Offsets(X1)' 12:0-2-15 0-2-0](13'0-34.0.1-121 1130.2-0 0-0-4] LOADING oast) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.33 14-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.74 14-15 >513 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.93 Horz(TL) 0.49 10 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:195 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-10:2x6 DF No.2 6-0-0 oc bracing:9-10. WEBS 2x4 DF Std*Except* 6-0-0 cc bracing:10-11 2-16:2x4 DF No.2 JOINTS 1 Brace at Jt(s):13,12 REACTIONS (lb/size) 17=1231/0-5-8(min.0-2-6),10=1432/0 5-8(min.0-2-12) Max Horn 17=-85(LC 13) Max Uplift 17=-61(LC 8),10-53(LC 9) Max Gray 17=1445(LC 2),10=1675(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3182/149,3-4=-4106/151,4-5=-3216/47,5-6=-3214/61,6-7=-3502/10,7-8=-1091/14, 8-9=-47/353,2-17=-1420/88 BOT CHORD 15-16=-202/3004,14-15=-136/3841,13-14=0/3262,12-13=0/1099,11-12=-429/86,10-11=-1632/65, 8-11=-1551/30,9-10=-274/49 WEBS 4-14=-969/181,5-14=0/1966,6-14=-498/184,3-16=-656/84,2-16=-113/2833,6-13=-345/58, 7-12=-1241/98,3-15=0/815,7-13=0/2098,8-12=45/1767 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL 6.0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)17,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,10. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � ,. r 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. (�s:..H D LOAD CASE(S)Standard I. iVA.'414 ?,p e, t.f x,'}11 4' M. , October 24,2013 4 • A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer.Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, M �H 2 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type QV Ply -Duke Shold Job 17414144 J1306468 B01 COMMON TRUSS 11 1 ProBuild Arlington, Arlington,WA 98223,Kevin Job Reference(optional) 7.350 s Sep 27 2012 MiTekupustries,Inc.Wed Oct 23 16:25:08 2013 Page 1 ID:6NR15XNYCrO1QE1pv?J y9ywYtX-f uzk_12Dm K8fw4R_b26j1fGDWEVCmB7m9WecllyQTx9 -1-3-4 1 5-9-14 11-0-0 I 16-2-2 22-0-0 1 23-3-4 1-3-4 5-9-14 5-2-2 5-2-2 5-9-14 1-3-4 Scale=1:40.2 4x6 = 5 n 5.00 12 2x4 2.4// 4 6 5x6 5x6 ...-% 3 5 0 7 5x6 C 5x6 2 ✓ 4 0 8 9 2-11 L$J 8-11 1-9 .4 k: I�4 12 11 10 e4 4x10 II 3x4= 3x4= 3x4= 4x10 II I 8-6-3 13-5-13 I 22-0-0 8-6-3 4-11-11 8-6-3 Plate Offsets(X 13- [2 0-8.1 0-0-91_[8•0-8-1 0-0-9] LOADING(ps() SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.09 2-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.21 2-12 >999 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.15 Horz(TL) 0.05 8 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:110 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std SLIDER Left 2x8 DF SS 3-2-14,Right 2x8 DF SS 3-2-14 REACTIONS (Ib/size) 2=882/0-3-8(min.0-1-11),8=882/0-3-8(min.0-1-11) Max Horz 2=-61(LC 13) Max Uplift 2=-42(LC 8),8=-42(LC 9) Max Gray 2=1035(LC 2),8=1035(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1539/41,3-4=-1434/70,4-5=-1278/57,5-6=-1278/57,6-7=-1434/70,7-8=-1539/41 BOT CHORD 2-12=-63/1274,11-12=0/991,10-11=0/991,8-10=-2/1274 WEBS 5-10=-24/340,6-10=-283/111,5-12=-24/340,4-12=-283/111 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL�.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard loSEPH Q, 4 0 ` n 7' �: I gyp, • / ar October 24,2013 1 • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint iff iriftSf designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbctndustry.com. Job Truss Truss Type Qty Ply -Duke Shold Job 17414145 J1306468 B02 GABLE 1 1 ProBuild Arlington, Arlingtoa,WA 98223,kevin _ Job Reference(optional) 7.350 s Sep 27 2012 MiTilkypyustries,Inc.Wed Oct 23 16:25:09 2013 Page 1 ID:6NR15XNYCr01QE1pv?J2y9ywYtX-74X6C23rXeGWXE0A9mdyHspSQexyvg9vNA09gByQTx8 -1-3-4 1 11-0-0 I 22-0-0 1 23-3-4 1-3-4 11-0-0 11-0-0 1-3-4 Scale=1:40.2 3x4 = 9 10 11 8 12 5.00 ip 1:1111111112 137 6 a y 5 15 4 V , 1^'1. 16 5x6 a 5x6 3 r 17 2 ' ` 18 11 5x6 n e e n e e n n e e J1`_ 19 ; [u Nati jrmim�IilatiHaaltillar•gi Y 1r H 11 11 11 Y n !��L+4���NQ�7 ..'���471P���l2740'IW��.16%VI17��2MI2IVW�7117�"��3W�7•7�.,�F��2ing2V�����.d 2P2IVI g�lt•Pi7������ 111 3x10 II 32 31 30 29 28 2726 25 24 23 22 21 20 3x10 II 3x4= 1 22-0-0 22-0-0 Plate Offsets(X,Y): [2:0-7-9 0-1-13][10.0-2A Edce] [18:0-7-9 0-1-13] LOADING(psl SPACING 2-0-0 CSI DEFL in (hoc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 18 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 19 n/r 120 BCLL 0.0 • Rep Stress!nor Yes WB 0.04 Horz(TL) 0.00 18 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:133 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std SLIDER Left 2x8 DF SS 2-0-13,Right 2x8 DF SS 2-0-13 REACTIONS All bearings 22-0-0. (lb)- Max Horz 2=61(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,28,29,30,31,32,24,23,22,21,20,18 Max Gray All reactions 250 lb or less at joint(s)26,28,29,30,31,25,24,23,22,21 except 2=293(LC 2),32=262(LC 21), 20=262(LC 22),18=293(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vufl=110mph(3-second gust)V(IRC2012)=87mph;TCDL 3.0psf,BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,28,29,30,31,32,24,23,22,21,20, 18. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard .•- EM O v "T October 24,2013 A WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint Zit, designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to Insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING SBCA at www.sbcindustry.com. CONSULflNG LLC r a Job Truss Truss Type Qty Ply -Duke Shold Job 17414146 J1306468 BP01 BLOCKING TRUSS 15 1 ProBuild Arlington, Ariingtoo,WA 98223,kevin Job Reference(optional) 7.350 s Sep 27 2012 MiTeky(idustries,Inc.Wed Oct 23 16:25:10 2013 Pape 1 ,i ID:6NR15XNYCrO1 QE1pv?J2y9ywYtX-bG5U PN4TIyON9ObNjT9Bg4Mev2HjE7m3cg7jMdyQTx7 0t10 1-10-7 0-1-0 1-9-7 1' 1 3x4 = 1 Scale=1:12.5 2 ri 0 Ui 116 A 6 5 4 2x4 I I 3x4= 011.10 1-10-7 0-1-0 1-9-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 • Rep Stress Incr Yes WB 0.01 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight:11 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc puffins:1-3, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std REACTIONS (lb/size) 1=-19/1-10-8(min.0-1-8),4=48/1-10-8(min.0-1-8),6=-15/1-10-8(min.0-1-8),5=112/1-10-8(min.0-1-8) Max Horz 1=30(LC 7) Max Uplift 1=-23(LC 2),4=-17(LC 4),6=-34(LC 3),5=-7(LC 5) Max Gray 1=9(LC 4),4=57(LC 2),5=129(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4,6,5. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S)Standard i 1 1/ o , ^.fit Fi ,.. j Ilic October 24,2013 1 t A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design Is based only upon parameters shown,and is for an Individual building component.Applicability of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint Zwit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilkies,fabrication,quality control,storage, ��/� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from �a om CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Oty Ply -Duke Shold Job 17414147 J1306468 BP02 BLOCKING TRUSS 1 1 ProBuild Arlington, Arlingtoa,WA 98223,Kevin Job Reference(option¢ 7.350 s Sep 27 2012 MiTekstries,Inc.Wed Oct 23 16:25:11 2013 Page 1 •t ID:6NR15XNYCrO1 QE1 pv?J2y9ywYtX3Tftdj553FWEnXAZGAgQNHupdSdxzZ1 CrUtGv4yQTx6 1-9-0 1-9-0 3x4= • Scale=1:12.5 1 �I` ■ • .11. AL AS 4 3 2x4 I I 3x4= 1-9-0 • 1-9-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.02 Ven(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Stress Inc: Yes WB 0.01 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight:11 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std REACTIONS (lb/size) 4=54/1-9-0(min.0-1-8),3=54/1-9-0(min.0-1-8) Max Horz 4=-41(LC 6) Max Uplift 4-26(LC 4),3=-26(LC 5) Max Gray 4=63(LC 2),3=63(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=l lOmph(3-second gust)V(IRC2012)=87mph;TCDL3.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S)Standard AQSBPA Op. • • • .f October 24,2013 • A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1V)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an Individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �a delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from COiNSULT/NG LLC SBCA at www.sbcindustry.com. a Job Truss Truss Type Qty Ply -Duke Shold Job 17414148 J1306468 CO1 SPECIAL TRUSS 1 1 ProBuild Arlington, Arlington,WA 98223,kevin Job Reference(optional) 7.350 s Sep 27 2012 MITe''hMustries,Inc.Wed Oct 23 16:25:12 2013 Page 1 r ID:6NR15XNYCrO1 QE1 pv?J2y9ywYtX-XfCFg35kgZe4PhllquBfvVRylsyQi0pM47dqRWyQTx5 -1-3-4 4-0-0 8-0-0 9-3-4 I 1-3-4 4-0-0 4-0-0 1-3-4 Scale=1:20.2 4x4 = 3 5.00 12 • 2x4 II 1-3 3'5 42x4 • 2 till 1111111. 5 11 NI" 3x4= W W 3x4= d 6 M/ 2x4 II IA 5x8 ,---- 6 5x8= 4-0-0 8-0-0 4-0-0 4-0-0 Plate Offsets(X YY [6:0-2-13 0-1-8][8:0-2-13.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.01 7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.03 7 >999 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:36 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 OF No.2*Except* 3-7:2x4 OF Std REACTIONS (lb/size) 8=387/0-3-8(min.0-1-8),6=387/0-3-8(min.0-1-8) Max Holz 8=27(LC 12) Max Uplift 8=-17(LC 8),6=-17(LC 9) Max Gray 8=453(LC 2),6=453(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-340/27,3-4=-340/26 BOT CHORD 7-8=0/259,6-7=0/259 WEBS 2-8=-358/74,4-6=-358/74 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard loSEPN bfi�. .S.OVW4 T* 7. .f At tows" October 24,2013 ■ • ® WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer.Lateral restraint it/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply -Duke Shold Job 17414149 J1306468 CO2 GABLE 1 1 ProBuild Arlington, Arlington,WA 98223,kevin Job Reference(options) • 7.350 s Sep 27 2012 MiTek4ndustries,Inc.Wed Oct 23 16:25:13 2013 Page 1 ID:6NR15XNYCrO1 QE1 pv?J2y9ywYtX-?rmd2P6Mbtmx0rKyObiuSiz61 FHfRT3VInMNzyyQTx4 I -1-3-4 I 4-0-0 I 8-0-0 I 934 1-3-4 4-0-0 4-0-0 1-3-4 Scale=1:20.2 4x4 = 3 5.00 12 E 1 1-3 M M 3-5 4 2 d-10 3-7 '3-14 . 11-12 15-16 5 J 1$ ! r r r,� r r .41111111.-S 5$ _Is 3x4= '/ W 3x4 = c 8 �/ 7 k/ 5x8= 6 5x8 I 4-0-0 I 8-0-0 4-0-0 4-0-0 Plate Offsets Q(Y)' [6'0-3-1 0-1-7][8'031.0-1-7) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.01 7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.03 7 >999 180 BOLL 0.0 • Rep Stress'nor Yes WB 0.04 Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:44 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 DF No.2*Except* 3-7:2x4 DF Std OTHERS 2x4 DF Std REACTIONS (lb/size) 8=387/0-3-8(min.0-1-8),6=387/0-3-8(min.0-1-8) Max Horz 8=27(LC 12) Max Uplift 8=-17(LC 8),6=-17(LC 9) Max Gray 8=453(LC 2),6=453(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-340/27,3-4=-340/26 BOT CHORD 7-8=0/259,6-7=0/259 WEBS 2-8=-358/74,4-6=-358/74 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutl=110mph(3-second gust)V(IRC2012)=87mph;TCDL 6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard loSEPH b -911. J ti r • lair IONAL October 24,2013 I 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability j o it f design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. N�D(N08 . 3135 \t\,.k t\ U s A ` ` _ o i --I LI 70 H Ncl \ '1 ?e \ \Itt z z [51 <s, o m it ■ ,o, \ ■ .< e_-__-, O W o , ° (I t , .........\ \ \ 1�L Z g L J to N — \Cf1,.!.:!S% ....• N.46. -•'._._.--- :',. ...\ ............-;:y 4. i ° / O��£ a P. \ . 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I IR il '� 9 r. 863 CARLSBORG ROAD, SUITE IN -< CONVENTIONAL SYSTEM FOR SEQUIN, WA 98382 SHOW 0 1 i OM/tRAI RRt_Rf1V1 CAY(t fl RRLSRS9 z i aanamammaarawg ht M;:i:/ 2-I G") 1 6.1.4"-V i 4") A 0 O 0 ihroi 0 timi< I ., i d i "" ■ ,.. .• ill O' ,...,. --,: re .;.,,-,,.: re."----""----"- .i, ,..............................._,.. „..-.. . ,....... , . . . . , .... - . 1 , i-----,-.1tn,.4.,, .... ..,-,..4 f-, I-- 4.-....-1 -,,,,, . t . -...-5 . -.., v. ..., i- t - 1•.,- ,..., ...„. 7_, •••'. ,,,,, , r..., .. 1 'D 4 ; 4 • ,V. ' > ' I, • • . .''',.g ::.., , ... R li. 1 ,...,. .., 1 1, .. :,.. t, ",..,. ..., 1. i 1 i ....-- I t--- .. . . , .........,.. • S Prescriptive Energy Code Compliance for Climate Zones 6,5 and Marine 4 Project Information Contact Information Duke Shold Duke Shold 61 Randolph St. 61 Randolph St. Port Hadlock,WA 98339 Port Hadlock, WA 98339 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Climate Zone 5&Marine 4 6 R-Valuea U-Factora R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 n/a 0.30 Skylight U-Factor n/a 0.50 n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a n/a n/a Ceiling 49' 0.026 49 0.026 Wood Frame Wall 9'k'' 21 int 0.056 21+5ci 0.044 Mass Wall R-Value' 21/21h 0.056 21+5h 0.044 Floor 30g 0.029 30g 0.029 Below Grade Wall 10/15/21 int+TB 0.042 10/15/21 int+TB 0.042 Slab°R-Value&Depth 10,2 ft n/a 10,4 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses,as defined in Section 101.2 of the International . Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the followipg_miniawwn number of credits: ❑ 1.Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 30 iECEIVE - feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 1; 12 2.Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3,including additions over 750 squar ❑ 3.Large Dwelling Unit: 2.5 points JEFFERSON COUNTY Dwelling units exceeding 5000 square feet of conditioned floor area. DEPT.OF COMMUNITY DEVELDPMEN Table R406.2 Summary Option Description Cre la Efficient Building Envelope lb Efficient Building Envelope lb 1.0 1 c Efficient Building Envelope lc 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 0 p1200 kwh Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions http://www.energv.wsu.edu/Documents/2012%20Res%20Energv.pdf *Up Front Parcel Review III 1 Parcel 994800303 Printed: August 6, 2013 TODD B SHOLD Site Address: JOHN T SHOLD LIFE ESTATE 61 RANDOLPH ST PO BOX 28 PORT HADLOCK, WA 983391 PORT HADLOCK WA, 98339 Parcel Number: 994800303 S-T-R: 2-29N-01W Total Acreage 2 Legal Description SHOLD'S ADDITION BLK 3 LOT 3 ENLGD BY TAX 52 Land Use: 9100 BND BY BLA#92746 Flood District: Fire District: 1 Planning Area: 4 Flood Map(FIRM)Panel No: School District 49 Zoning:"RN.`c-- COMP PLAN DESIGNATION: COMMUNITY PLAN: UGA: UGA Trans [/1 Plot plan states "property line" VI Map (Property lines on submitted plot plan must match the poverty lines as identified on theAssessor's 1/4 map) [ i Legal Access to Property a) NO { y' Parcel Tags or Scanned Documents NO Te :•• 1. -. _1 — 4� -R AC ESA's: Special Reports Nearby YES ���' [ ] Designated Ag YES N1 [/] Shoreline Designation: air41 NO LI rba'C [—f Shoreline Slope Stability: YES a) N 004 – CLAAA-Cdrilec_ , Stream Type:YES NO T - Fish& Wildlife:YES NO V 0 Wetlands: YES NO \''. Rare Plants:YES NO Seismic: YES NO Landslide: NO �,1 CI rC®{n — Flood: YES Erosion: YES NO Aquifer Recharge Are. a NO SIPZ: none At Risk High Risk oas 1) CMZ: AM High Risk Moderate RiskDisconnected CMZ Stormwater site plan submitted: Ye No rei ii, ,, ii _ . - „ , - _ ,., woQQ [ ] Forest Lands: YES 0 -'•I 4 e.-1 - •4 SAocrnc,O fie.( Adjoining Forest Lands: Commercial/ Rural/ Inholding [ ] Mineral Lands: YES NO [ ] Agricultural Lands: YES NO [A Archaeology: YES .( ") _ 1p ` _ 5R._ (Ar ropoaeok v (1a1- €1 j [�]— Stormwater: New Impervious Surface Disturbing Activity c'Q`"5 a. ESA's �� Land Disturbin Activi Stormwater Req's:Min Req#2 Min Req#1 thru#5 Min Req#1 thru#10 Engineering Notice Provisions/Disclosure:Airport YES 6° MRL YES CO Forest Lands YEs o dscaping Required: Yes • [ Parking Spaces Re• ' ed NO 2 Other 1 Building Height: co UBC andard \1 ( , 0 5 m5 - . _crsr‘ oc- c„,„.„„Q.,,,,\A-- „,. , . u- 0,bcnukpag--°\(--- . 4 t,,,,,_,,Lx, e,o-tv,„, ,---,,,,,_ )pfiP -0,5 pQ,c- tinc) . . •] 'Impervious Surface coverapercentage: , Resource hands&Public: 10 Rural Residential dir Rural Ind 1: Per UDC Sec 6.7 Rural Commercial: 60% Area of Building overage:60%in Rural Industrial Lands only [� Total Building (s) Size: RVC:20,000 SF CC:5,000 SF NC:7,500 SF GC: 10,000 SF All others:subject to septic&water constraints/None specified V ] Setbacks: Front:4P Left Side: Right Side: 4 Rear:_5 Shoreline Setback: , ' q fif4eGl, ►vN S PAP%0 LSHA Setback: N 4N [�] Road Classification:?- o c\,o 1 c 'E Lo c_ e Ci GJO l O'1 Road Approach: EXISTING NOT REQ'D RAP [,4 SEPA Required: YES EMPT [4 Flood Certificate: p. j Al. Ara,... Existing Case(s)&Condition(s): .1c u.) Violations: Yes [/j Recorded Date of Subdivision: 9(a5( 40155 AFN (,34 a?•b Over 5yrs=UDC Plat Conditions: 1,4 0 <5yrs=Plat Conditions on plat or Old Ordinance [ Lots/Require Declaration of Restrictive Covenan YES NO, submitted: YES NO [r� UGA No Protest Agreement YE NO ubmitted: Vall NO 03PAPOD f ] Site Visit conducted YES [/f Require Final Zoning Approval YES 0 [ ] ADMIN: Setbacks entered in Permit Plan case N/A YES New Parcel Tags entered in Permit Plan N/A YES Special Reports Scanned N/A YES Title Notes Updated Parcel tags found for parcel 994800303 1.) Custom Warning Flag Restrictive Covenant Irondale/Hadlock Sanitary Sewer 05/19/2009 System No Protest Agreement recorded on May 1,2009 under AFN 542767. Cases Associated with APN 994800303 Cases Name Review Type Status Planner BLD13-00220 SHOLD P Application Received: 7/19/2013 Permit Issued/Case closed: Case Finaled: NSFR EXM00-00033 SHOLD F M FARFAN Application Received: 8/29/2000 Permit Issued/Case closed: 9/19/2000 Case Finaled: 9/19/2000 Boundary line adjustment between 994800303 &901012001. M LA07-00566 PRJ13-00196 MLA07-00566 SHOLD F Application Received: 4/12/2013 Permit Issued/Case closed: Case Finaled: SEP07-00331 MLA07-00566 SHOLD F Application Received: 9/28/2007 Permit Issued/Case closed: 6/21/2008 Case Finaled: 9/13/2011 M LA09-00034 PRJ09-00020 MLA09-00034 SHOLD P Application Received: 2/19/2009 Permit Issued/Case closed: Case Finaled: SPAAD RAP09-00008 MLA09-00034 SHOLD C Application Received: 2/17/2009 Permit Issued/Case closed: Case Finaled: 3/11/2009 No Rd Approach Required -Already Existing. Assigned Address only. RAP &911 ZON09-00009 MLA09-00034 SHOLD I A Application Received: 2/17/2009 Permit Issued/Case closed: 8/17/2009 Case Finaled: Site Plan Approval Advanced Determination for Single-Family Residential Development \\tidemark\data Worms\R_Parcel_CRMLA.rpt 8/6/2013 Page 2 of 3 M LA11-00097 • S BUM 1-0010.6 MLA11-00097 SHOLD I F Application Received: 4/28/2011 Permit Issued/Case closed: 6/28/2011 Case Finaled: 10/6/2011 NEW M/H -SER#ORE-492867-ADU to the main residence-building permit BLD13-00220 SOM07-00331 SHOLD RCR Application Received: 4/12/2013 Permit Issued/Case closed: 4/12/2013 Case Finaled: \\tidemark\data\forms\R_Parcel_CRMLA.rpt 8/6/2013 Page 3 of 3 � , • • JEFFERSON JEFFER \fi j ,A1 DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street• Port Townsend•Washington 98368 j - q� 360/379-4450. 360/379-4451 Fax niA� � http://www.co.jefferson.wa.us/commdevelopment/ JEFFERSON CDUNTY DEPT.OF COMMUNITY O \,ci Stormwater Calculation Worksheet MLA# PROJECT/APPLICANT NAME: 5 O /q/ TO A AT DETERMINING STORMWATER MANAGEMENT REQUIREMENTS:This stormwater calculation worksheet should be completed first to classify the proposal as"small,""medium,"or large." The size determines whether a Stormwater Site Plan is required in conjunction with a stand-alone stormwater management permit application, building permit application,or other land use approval application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan,if required. PARCEL SIZE(I.E..SITE1 Size of parcel 2.5-f- acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet 1041/600 If sgfft activity is activity that results in movement of earth, or a change in the existing soil cover(both vegetative and Land-disturbing rty s any act vity g 9 ( 9e non-vegetative) and/or the existing soil topography. Land disturbing activities include, but are not limited to Bearing, grading, filling, excavation,and compaction associated with stabilization of structures and road construction. Native vegetation is vegetation comprised on plant species,other than noxious weeds,that are indigenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such as Douglas fir,western hemlock,western red cedar,alder,big-leaf maple,and vine maple;shrubs such as willow,elderberry,salmonberry, and salal;herbaceous plants such as sword fern,foam flower,and fireweed. LAND DISTURBING ACTIVITY.CONVERSION OF NATIVE VEGETATION.AND VOLUME OF CUT/FILL Calculate the total area to be deared,graded,filled, Answer the following two questions related to excavated,and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: q Does the project convert' acres or more of Construction site for structures i07 53/ sq/ft native vegetation to lawn or landscaped areas? Drainfield,septic tank,etc.*'SA9 -6 4 3 sq/ft Circle: Yes 0 WeN,utilities,etc. O✓/ill sq/ft Does the project convert 2'.6 acres or more of _ native vegetation to pasture? Driveway,parking,roads,etc. 42�°Sloe sq/R Circle: Yes No Lawn,landscaping,etc. "/A- sq/ft Other compacted surface,etc. sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance 07-2-SoZ sq/ft Cut Fill (cu/yd) (over) stormwater calk worksheet—REV.2/20/2008 1 • •• Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited to roof tops,walkways, patios,driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads, packed earthen materials, and oiled,macadam or other surfaces which similarly impede the natural infiltration of stormwater. STORMWATER CALULATIONS–IMPERVIOUS SURFACE NEW EXISTING Structures(all roof area) q y1/ sq/ft Structures(all roof area) split Sidewalks �‘ sq/ft Sidewalks sq/ft Patios 7�#2 sgift Patios sgKt Solid Decks N/1 sq/ft Solid Decks sq/ft (without infiltration below) (without infiltration below) Driveway,parking,roads,etc sq/ft Driveway,parking,roads,etc LZ�a sq/ft Other sq/ft Other sq/ft Total New sq/ft Total Existing sq/ft TOTAL NEW+TOTAL EXISTING* sq/ft 'This amount will be used to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v.REDEVELOPMENT Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: Does the site have 35%or more of existing impervious surface? Circle: Yes 010 FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no,the proposal is considered new development and the attached Figure 1 should be used. At this juncture,the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention(SWPP) Best Management Practices(BMPs) Packet. Proponents of"medium"projects—those that must meet only Minimum Requirements #1 through #5—and for "large" projects—those that must meet all 10 Minimum DCD has prepared a submittal template of a Stormwater Site Plan, Requirements—are required to submit a Stormwater Site Plan. PI'eP P eq req principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Stormwater Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affe«ed property. / J •• 7-1 '-13 (LANDOWN.• "r AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) stormwater ace wakshest—REV.2/20/2008 2 N 3 4040 H5 504015::5 zx c�o � , womemossemon----■iamo" IC - c• o 5 -0 g $ 3 N k � AI t I r _ co 6 e Lri ( N p �S I s- --9.Z II 1 -< co co u--- IJ1 cn a /1.1 g 2068 -F nn-, E t 3 N i. ., 1 K m . x (R0 a I,-- N 1—-- I(0 (D n N I' !U 7 ► I. 2668 • la I/1 .., .-. 311 CO O 1 l; 2468 o 0 m = 5068 t0 –( x �1 4 2. • 5068 -_ 2668 — 3 F. iii S _ g co la. IV 11 x 1.4x 0 o 0 N ic g N . J I 4040 1-15 Egress AP"_ — \ . 1111'111111k it Iffilit Modi r\ Vii.//_�'j• VII'::i:'5kfp"r'"7".IIIIIIPr414 M.. 4111k;priPtiti MI.. \\* % *la ILILIIIII NNmNNN,Np pin pg.m s pq k:!T = Nr rn AN-+-•N N-•W-+ly-•A N S 1 Mk 011PF F. r0 r� HI 0 73 ON O®®� � A�Iltsal N m O m m A A O Q O- mmmm m mm NC 4..41)w+.s OANC7 -I fl.-, _ _ mmmmmmmmm-+mrnr 000%0 me � � fl. v ® 1; Z Z Z Z Z A"' rs ttt ii DJ Ca:n to 11 N O ? n a 3 v Sheet Contents: Project Title: DukeShold 8 " .4 g 8 4 1111/EICAR O_' c6 3 O w Main Floor Plan 61 Randolph St. w D Port Hadlock, WPB 98339 HOMES . –.1 360.301.0803 q2 Kala Square Place Port Townsend,1^1A 163 68 j w Parcel # - 994800303 360.379.1'199 iofitA_ • .:45A N)v dj4) A SEWAGE DISPOSAL PERMIT FILE SHEET SEP13-00097 � Jefferson County Public Health Review Type: (� 1 615 Sheridan Street, Port Townsend WA 98368 (360) 385-9444 PERMIT#: SEP13-00097 Date Received: 08/15/2013 SITE ADDRESS: 61 RANDOLPH ST Revised Date: PORT HADLOCK, WA 98339 APPLICANT: TODD B SHOLD PHONE: 360-301-0803 JOHN T SHOLD LIFE ESTATE PO BOX 28 PORT HADLOCK WA 983390028 SUBDIVISION: SHOLD'S ADDITION BLOCK: 3 LOT: 3 PARCEL: 994800303 Section: 2 Township: 29N Range: 01 W Legal Description: SHOLD'S ADDITION BLK 3 LOT 3 ENLGD BY TAX 52 BND INTERESTED ff -1-i'1R✓1seo'-t ( c v L otrinAvf erydqd 410(i-- PARTY: Te- DESIGNER: ERIC HIBBARD PHONE: 360-683-6300 SOILS APPLICATION INC. P. O. BOX 1120 CARLSBORG WA 98324 SYSTEM DESCRIPTION: 110-CONVENTIONAL TRENCH TYPE OF WORK: MOD TYPE OF USE: RESC ADDITIONAL WORK: Type Amount Paid By Date Receipt Modification $123.00 SMT 8/15/2013 144283 Total: $123.00 Parcel Tags; Description Notes Updated 1.) Custom Warning Flag Restrictive Covenant May 19, 2009 Irondale/Hadlock Sanitary Sewer System No Protest Agreement recorded on May 1, 2009 under AFN 542767. • • Associated Cases Status Issued Finaled Description BLD11-00106 F 6/28/2011 10/6/2011 NEW M/H-SER#ORE-492867-ADU to the main residence- building permit BLD13-00220 BLD13-00220 P NSFR EXM00-00033 F 9/19/2000 9/19/2000 Boundary line adjustment between 994800303 &901012001. PRJ09-00020 P SPAAD PRJ13-00196 F RAP09-00008 C 3/11/2009 No Rd Approach Required-Already Existing. Assigned Address only. RAP&911 SEP07-00331 F 6/21/2008 9/13/2011 SEP13-00097 P RE-ROUTE 4"TRANSPORT AROUIND PROPOSED ADU SOM07-00331 RCB 4/12/2013 ZON09-00009 A 8/17/2009 Site Plan Approval Advanced Determination for Single-Family Residential Development \\tidemark\data\forms\F_SEP_ApplicationNW.rpt 8/15/2013 • Jefferson County Department of Community Development 621 Sheridan St.,Port Townsend WA 98368,(360)379-4450 SEPTIC PERMIT APPLICATION PROPERTY OWNER 10 Cid S W�! lc / acitki MAILING ADDRESS ',0, t"1 Z ] 9 #33:3(4, r f Gi�®c. � ,� y PHONE ( Z6© ) IFS- O 'c{ g0 / 3f:20^-'3c71-®803 SYSTEM DESIGNER /71, 3440 Designer Phone# C 3 C30t, z9/1/ 303 Z l Gt/ -.3 LEGAL DESCRIPTION: Section Township Range / PARCEL# 9��"g�` Subdivision Name --CV-71:)e-V..5- /7i0D Division Block 3 Lot(s) _Eh/0 ed Site address/Directions to site 6 I re a n d cs i IA s-I-, 're f/Qd SOURCE OF S WAGE/USE TYPE OF WORK WATER SOURCE Residential New Tank/s only Private Residential A U Modification (V) Public 2) Commercial Expansion Community Upgrade — Repair SITE SIZE Z .06 4 SYSTEM TYPE Partial Repair-(tank) (drainfield) Previous Evaluation Conventional 0- Designate Reserve Area Yes# 0'7-co3.J/ Alternative Redesign No SYSTEM DETAILS /r Number of Gallons/day 9g° Soil type (attach soil eval.) Application Rate gal./sq.ft./day Drainfield Length ft. Trench Width ft. Trench/Bed Depth in. Septic Tank size gal. Pump Chamber size gal. TYPE of system /3 –�CC1.7� Ott" 7734,1 /' ,3% A&('/ 0g /WI) By signing the application form, the applicant/owner attests that the information provided herein is true and correct to the best of their knowledge, Any material falsehood or any omission of a material fact made by the applicant/owner with respect to this application packet may result in this permit being null and void. I further agree to save, indemnify and hold harmless Jefferson County against all liabilities,judgments, court costs, reasonable attorney's fees and expenses which may In any way accrue against Jefferson County as a-result of.or In consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees, representatives or agents for the sole purpose of application review and any required later inspections. Staff's access and right of entry will be assumed unless the applicant informs the County in writing at the time of the application that he or she requires prior notice. Inspections shall occur during regular business hours. Initial here if you require notification before entry Appeal -A person aggrieved of a decision of the Health Officer may appeal.Appeals shall be submitted to the Health Division in writing within fifteen days after receiving written notice of the decision. DISCLAIMER-This application is for an on-site sewage system that meets the state and county standards in effect on the date of application. This application for an onsite sewage system DOES NOT assure you of any other County approvals. For example, it DOES NOT GUARANTEE that you w' ater ob ain permission to build a permanent residence or other structure on this parcel. Any f. re ap•lic. • will be se•:r. t Iy ' •jal by the rules and laws in effect at that time. Pro•arty Owner Signature Date FOR OFFICE USE ONLY PARTIAL ASBUILT FINAL APPROVED INSP/PUMP TEST PUD ALL HOLD REQ.MET Date('"'/ / Feea3' Rec# Check* Y Case#SEP WINERIMMEMl H:\WEB\PDFs\Septic\septic_permitapp_:008.DOC • • iD . 7) Me • 5to \ a ci c _., . , cr, _. -• \ Ul I• e,C0 n1 om 6. o , al x 0 -I o \ 1. 0 3 N z N m -n 0 0 0 8 ° o CD (O 1 0 8 z x 5 8 CO 03 CD Ch 5 g 6 q i m F)5 2 . rn CD CD 0-1-. 0 C CD . a q2 —, 5 i 3 iv o II 74: o X 0 1* >73 0 4 m , 0- 0 a; 5' x -1 m CD CD-0 ) , Z i-D- '1411%. a z . . 5 CO co r 0 m 0 0 1 r- _1 m 73 o co co f t o 3 m . m m rn , 0 z ----NJ z 0 , 1 E m F * co> (1.0' z O 0 0 0 0 0 c 0 == I o a o PI co 73 ;7; co IN 3. (,) -, x T 3 U) CO CID > 'a 0 0 z . 8 <, <0 t ,z • 0 co 8 <, 73 .. 1 a' co 5 z I° cc, co m . z 0 8 e o> 1 z . o --1 m co C) 1 r- 0 g XI • i D , m 5 m ":"!. w I > ..> Z-0 ?.., 0 m ir 0 m r. • to W A 6 cr, i> o X (c. , . • • CC H 0 = O O' LL Cpl -O Z LL "� H 0 H O —1 CO O J .. .. 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CO -- •— CO 0) I- I- X 4- I- co CO 4- )E X F- CL JEFFERSONNTY U,t (s -oz° . 2 --'i` DEPARTMENT OF COMMUNITY DEVELOPMENT [,0[2 n u V L� 621 Sheridan Street• Port Townsend •Washington 98368 A 6` 360/379-4450 • 360/379-4451 Fax -‘4,44tri;AP www.co.jefferson.wa.us/commdevelopment JUL 1 h 2013 Master Permit Application MLA: JCITERSON COUNTY Project De cription include separate sheets as necessary): DEPT.OF COMMUNITY DEVEIOPMtNt ,v'ee r ��.s ,�k� / SA—' /7®s—Q Tax Parcel Number: 9 9 y- g'Uo - 3c ?ill Property Size: (acres/square feet) Site Address and/or Directions to Property:' y� C/ a�/•)dc #A S7`. Ate/ , cJ/Od e ov.?. Property Owner(s)of Record: ,,.MA n! -51e3 /c ' Telephone: 3'G0•-id)!_ O O 3 Fax email: Mailing Address: e1' d • 0,; Ate,. Applicant/Agent(if different from owner): Telephone: Fax: email: Mailing Address: What kind of Permit?(Check each box that applies `Building ❑Critical Areas Stewardship Plan O Demolition Permit ❑Variance(Minor,Major or Reasonable Economic Use) ,.Single Family ,,1 ■Garage Attached/Detached ❑Conditional Use[C(a),C(d),or C]** ❑ Manufactured Home ❑ Modular El Discretionary"D"or Unnamed Use Classification ❑ Commercial* ❑Special Use(Essential Public Facilities)** O Change of Use El Boundary Line Adjustment ❑ Address ❑ Road Approach El Short Plat" ❑Home Business ❑Cottage Industry ❑Binding Site Plan" ❑Propane ❑Long Plat** ❑Sign El Planned Rural Residential Development(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration"* ❑Stormwater Management ❑Shoreline Master Program Exemption/Permit Revisions" ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development" ❑Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* ❑Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑Tree Vegetation Request. **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal, if known: DESIGNATION OF AGENT I hereby designate to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE Date: By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and an relater inspection tafrs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the plica•' at h he w, .r1.4,•"tice. Signature: / I', 4 ,, Date: 16-13 The action actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even i re 1 compliance wit •=Jefferson County development code..The Applicant acknowledges that he,she or it holds individual and non-tran- erabl .nsi.•'. for ad !`I g t. • complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. ;.21/4,44;.21/4,44 Signature ;.21/4,44 I - - 4)P Date: 7-l6-13 G:\PemutCen r\###FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc • • BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature: Date: GENE CO CTOR OR MANUFAC RED HOME INSTALLER: PHONE: FAX: 2 ,4�4�99-/n €5 ( ) [ �/ ( ) MAILING DRESS: 9%'/1<f4 5 61 :RA-* Imo. EMAIL: PSMil�C `e., ® /V4i . Arvyw.c. er.9",%- CONTRACTORS LICENSE Q WAINS �/�/ NUMBER: /Z-X IT a 7 (Q T NUMBER /1.(/f�"' ARCHITECT/ENGINEER: m C s 7 PHONE (3C)74'q 9m FAX:(36c)d,,2-L c y'y MAILING ADDRESS:/2 3s' t-r}sf4 t�/ , O,y a e— Td 4. EMAIL Project Type: Frame Type: "Bathrooms: Shoreline: Type of Sewage Disposal: KNew Wood Existing: Sewer ❑ Addition ❑ Steel Proposed: Z Bank 0 Community System ❑ Alteration/Remodel ❑ Concrete Total: Z_ Height: ❑ Individual System ❑ Repair ❑ Masonry SEP Permit# ❑ Demolition ❑ Other: Bedrooms: Water Supply: Existing: Setback: ❑ Private well 0 Two Party Type of Heat: Proposed: Public■ Total: - Name of System: If this is a Commercial Protect you must answer the following: Number of Parking Spaces: Current Proposed: Alt/, Number of BQ8 Parking Spaces: Number of occupants(iindudes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this Is a Propane Tank andlor Aooliance Installation Hermit.mark all Items below that cooly: I Underground Tank 1 Above ground Tank Size of Propane Tank: I Heat Stove I Cook Stove I Woodstove I Fireplace Insert I Hot Water Tank I Pellet Stove 1 Other Is this anoliance being installed in a Manufactured/Mobile Home? Yes / No When applying fora permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. i a ` ',1 '� .v�, •, Foeta•a Current P • • " p . 1 dL6P.r 1. ,R`f '4 ye Main Floor Heated ,,re , `"- EH BId App Review: ." 7e Floor Heated Ew Consistency Review: 2-2- ‘`` Other Heated '' >; Base fee: I m u0/ t v Mezzanine ..------ �. Additional Section: Heated Basement ��— .'-',"'*-1';‘4.' Plan Check fee: l ) o q.el() Unheated Basement -js1 4 : , State Surcharge fee: �" ; i J �■ Pot Water Review fee: Other Unheated �. Garage/Carport 7 0 r ', -° SUBTOTAL Decks #'''':;',0,t0464 911/Rd Approach fee: � AA . ! 'r ORc°Gt �J Q�1.. 1.2 TOTAL: 3 12 .4,D u x.: . .eceipt Number: 4 ZZ ill r''''''P''''S-� h/Check Number: ESTIMATED COST(REQUIRED) Date: � l�� •Fa' market value of all labor and materials foundation to finish - l(51/1, r pt%U Initials: • G:\PermitCenter\###FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc Contractors or Tradespeople Printtriendly Page • Page 1 of 1 General/Specialty Contractor A business registered as a construction contractor with Lftl to perform construction work within the scope of its specialty.A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name LEXAR HOMES UBI No. 602167453 Phone 3608071849 Status Active Address 1213 Long Rd License No. LEXARH*909QT Suite/Apt. License Type Construction Contractor City Centralia Effective Date 11/30/2010 State WA Expiration Date 2/10/2014 Zip 98531 Suspend Date County Lewis Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company NW CENTRAL CONSTRUCTION INC Other Associated Licenses License Name Type Specialty 1 Specialty Effective Expiration Status 2 _ Date Date CREATIVE Construction CREATDB066QG DESIGN Contractor General Unused 11/7/1994 11/7/2003 Archived BUILDERS INC CREATIVE Cabinet Construction CREATDB101QM DESIGN Contractor Carpentry/Framing And 11/14/1990 11/7/1994 Archived BUILDERS Millwork HILINW*960BL HILINE OF Construction General Unused 1/13/2004 1/13/2008 Expired WOODLAND Contractor HILINH*981 BT HI-LINE HOMES Construction General Unused 1/30/2002 2/10/2012 Inactive Contractor Business Owner Information Name Role Effective Date Expiration Date HOLLIS, ROBERT ALLEN Member 11/30/2010 MOEN, JAMES LAWRENCE Member 11/30/2010 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 2 American States 32s220055 04/20/2012 Until Cancelled $12,000.00 05/07/2012 Insurance Co 1 American States 6741991 11/19/2010 04/20/2012 $12,000.00 11/23/2010 Insurance Co Assignment of Savings Information Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 3 008670047779 11/30/2010 Until Insurance $200,000.00 11/23/2010 Released 2 001770065411 11/30/2010 Until Insurance $50,000.00 11/23/2010 Released Insurance Information No records found for the previous 6 year period Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 6/18/2013 Jefferson County DCD Building Division Correction Notice PERMIT NUMBER / G9ezz-z) OWNER S�1GY,r, JOB LOCATION / I 'd A) 0/ 4r Inspection of this structure has found the following violations: PPM7t" ()err 614 4't a' 0—A Di>EAA S!!4 Nor LOCA7 b (P iAO u� Pzet&r, Or- J1 a1.66 ( CA) -4 T T zD tamest /4D7 14,ce j7 vEzat4 r, 2' .4novg a s- Nb JAI QGd4 /,,v` 4) !-re¢. Nc fuiJJ&-rie)AStir4 f(6) Pi/ij•rr sl v L' iv. 7.63- \LN 6 d c - Err 404 - . You are reby r stifled that no more work shall be done upon these premises until the -•- - _'. - '.ns are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date J��t-. l Inspedd� BUILDING DIVISI N(360)379-4450 INSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE I - - Jefferson County Building t vision Permit N -r: BLD13-00220 Applicant: SHOLD BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2012 International Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the inspection is needed. Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Setbacks A®/ /3 / Erosion Control itheitit OW/ Foundation Footing /D/ i3 / L/ J P. NOT /,VsTALLZD /)/&/3 /# Footing Drains Foundation Stem Wall Underground Plumbing Under Floor Framing Straps(hold downs) S ,-61 3 Y9 Ext.Shear Wall Nailing IF 03 IQ Rough-in Plumbing /lig/ , )-6- At /_Zz_;�Framing ,�/lob gaily r c. Blocking N Airseal J ,7 v C Insulation:Walls `i 2„I¶-f Insulation:Floors S J /I C I riartie Insulation:Ceiling (') (9. (71 Int.Shear Wall Nailing J't/, Wallboard Nailing t/�fo ji4 Gas Line: Interior / J04 Gas Line:Exterior tj/A Propane Tank /4/A Heat/Chimney Clearance Ofr Mechanical Systems oespi Duct Test Cert 312,5114 Blower Airtight Test 3/z€/I 4 d Smoke&CO2 3/2.8(t4 giet Drywell/Alt Drainage /01e3-1, U!` Address Posted i may/t Lf 1 • FINAL INSPECTION Obi/4i ® i „coy,_ e, 0 FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • • CONDITIONS for Building Permit# :BLD13-00220 1.) A Geotechnical Report was submitted in conjunction with the SPAAD application MLA09-00034. The report addressed the stability of the geologic hazard area as follows; a buffer of 15 feet shall be measured perpendicularly from the top or toe of the geologic hazard to the proposed single family residence. Jefferson County Code 18.22.170(5)(g)a building setback line is requied from the edge of any buffer area. A total of 20 feet from the top of slope is required. 2.) Planner-CZ 3.) This parcel is within a no shooting area per JCC 8.50. \\tirlamark\rlata\fnrmc\F RI n Parmit Rlrin rnt 9/13/9ni • BUILDING PERMIT S Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD13-00220 Received Date: 7/19/2013 SITE ADDRESS: 61 RANDOLPH ST Issue Date 9/13/2013 PORT HADLOCK, 98339 Expiration Date 9/13/2014 OWNER: TODD B SHOLD PHONE: 360-301-0803 JOHN T SHOLD LIFE ESTATE PO BOX 28 PORT HADLOCK WA 983390028 SHOLD'S ADDITION SUBDIVISION: Block: 3 Lot: 3 PARCEL NUMBER: 994800303 Section: 2 Township: 29 N Range: 01 W CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2014 PROJECT DESCRIPTION: NSFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,705 VALUATION 166,000.00 ADD'L: HEAT TYPE: EEE CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: GARAGE: 484 CONST TYPE: DECK: 32 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $1,706.00 MEB 07/16/13 142271 Exist: Exist: Plan Check $1,108.90 MEB 07/16/13 142271 Prop: 2 Prop: 2 State Building Code $4.50 MEB 07/16/13 142271 Total: 2 Total: 2 Potable Water Application $66.00 MEB 07/29/13 142312 Total: $2,885.40 Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED time Pm racezivel d. c) ; : s- Date /0- ../z›. 3 •b Thur. MDatre T ADRES : u e .rn; •Wed; 600. 6 Th Notes: • P I LI n__.___-kJ—--g-1 n. i. . - F r a r"---j----gl I 5 . P 1 x"1--- 2 1 t'----.1 a n k. .. . •F_EupcI,Pg2-12 Framing _ - - Setback — Under-ground_ l'41ect---la-rlical . . Footing Rough in - - Under ground Stemwall Hydronic Air seal -- Above ground Furnace Str-aps Exterior shear Gas — — EXtenOr lines Interior shear Oil — Post Hole . . Ventilation ______ Interior lines Duds = I'llar -!orlies Underfloor Appliance _ . _ _ Gas/wood stove Setbadcs _ . Foundation--__,___ • Insulatton • • . Block&Tie _ . • - Final inspection_ floor wall ceiling ••,...: ••1 .:.'.Y Address Posted _ .: i 160 1.,, ‘ 1, 1 Di 1, i .,.. .,,"re•ISS• . • .;-..14.....•....".....,,.-.IT te . ifiAiik, a.og) .- . . P•:; 21::::::1'...:24:7-71a.0 ••''-11:,,,,:41.:,:i. . . . - Date JCP---lime receiveci__A:1-15 arn /0 - on Tues. 0 inur. -Fri. BLD: 1,5 - Oolixo i Date: OWNER : ...- , . - . .- - ADDRESS: 4/. - - Contact Number:360 —,- • - ,- 206---- - Notes: • w . . . . • ' • . - Foundation Ptun___:21____9.3.1n ai:e:—Tank • lkilec —lical .. ____.-----•-- . . . Setbacks I Under-ground Framing Under-ground Furnace ____ — Footing Rough in Aft seal -- Above ground - Gas — Ste,mwall _ liydronic Exterior shear _ Exterior lines Oil _ Straps Interior shear Interior lines • Ducts _ Post Hole _-_____ • Ventilation Appliance — Underfloor - . Gas/Wood stove_______ AiD—Iles_ Setbacks _ " Insulation - • Final inspection • Foundation-____,___ . • --..." - Bicdr(&-Fie _____ floor _wall Address Posted N 4$ON 0, ger , JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT-75-e I Date: D Z—A Time Received: .. [it/pm Mon. Tue. Wed. Thur Fri. Date: / 2 —/9 BLD: ?Di 3 Z Z 0 Contact Name: Owner: Contact Number: 360 11O Q1 gi' Address: 0 f 12 i oar' 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor `/ Foundation Wall 7� Address Posted Block&Tile Ceiling ¢gON c e g °°a JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT ISWING- Date: Eli 9I Time Received: ;4 7 am pm Mon. Tue. Wed. , ur Fri. Date: 0,-/j .- BLD: 701 3 3�t'? "°....1 .1"mi...... ."......1°......"111.1.1.11.."111.111.11"."11111.111111.11.1111".1111111.11.."1111.111111.11..m.11.111.11.1.111M1.17- . - . - . . ' . — - - .- . ' .------ - --... ,:tetril,,,,,,. / Foundation Plumbing - Framing . . Propane Tank- Mechanical -. • t Under-ground F�m�g Under-ground Furnace Footing Setbacks ^ - Rough -�� ��noa ___� Above ground Gas 8hnn*a ___ Hydronic ___. Exterior �� Oil Straps ___' Interior shear Interior lines • Ducts Post Hole � Ventilation Appliance Underfloor Gas/wood ' Man-Homes - Setbacks ' Insulation Final Inspection -) Foundation _ . - 6k�c&T� floor wall ceiling Address Posted 'SYfir;' � 4 - Date time received C 1 am (e Mon. Tues. d)Thur. -Pri. BLD: 13 _ v2 oZ-o Date: (1 (o%' OWNER: Contact Name: J't ADDRESS: (a 1 P ANarx r'- Contact Number:360 3 7 d`Lo/ ,>k., Notes: 206 r� Foundation Plumbing - Framing Propane Tank • Mechanical • Setbacks — Under-ground Framing Under ground Furnace _ Footing Rough in Air seal Above ground •_ Gas _ Stemwall Hydronic Exterior shear ,X_ Exterior lines Oil Straps Interior shear ___ Interior lines • Ducts 1_ . Post Hole ^ V Ventilation . Appliance Underfloor Gas/wood stove Man-Homes . Setbacks - V Insulation. Final Inspection >-? Foundation _ s -`? s? Block&Tie — V floor _wall ceiling. . Address Posted i ._ ' - -- '-• - .. _____. -.- -,_. .. ..... . . „ . . . . . -- • - . 414 '.--,.*.S2r1Nqii. • •- t_sxerz-,,..:17,%"":' • . AnlirieiXT#F0/- . . - . • :t".;:rX4Iftply4FP4 • - . . .• . . . . tti . . . ,....1 - Date 10.-* ""t" -time received. • ( 69+, pm • Mon. Tue . Thur. S. edt- ur. ....• BUD: 10 - Date:• . /11) . . • 4.. . $ , . OWNER: ----1-;W 6 • - • . .. • . Contact Narnec ADDRESS: - i.t. • I , / • k s„.....k._, .41., . _ Contact Number 36.0___ 4,7%.5 . _ . Notes: . * . • - • 20'6 . . g . . * - • - - - • • . . . . . oundation •Plumbing. - Framing' Propane Tank. . Mechanical . ...... . . Setbacks . Under-ground Framing __ Underground, ndeiground Furnace • Footing Rough in Air seal Ab — ove ground Gas Sternwall _ Hydronic Exterior shear . Exterior lines . -------. Oil • Straps Interior shear Interior lines Post Hole " Ventilation Ducts :f:•___ Appliance Underfloor _ Gas Man-Homes . /wood-stove V Setbacks ' " insulation . v • Foundation - . • Final Inspection - -,,-? Block&Tie floor _wall ceiling. . • Address Posted - i ... . . . . " :"'Tien"+g,-. •• • • . . W:l1AFFIPIM• - " . _. Date 0 r___41—_ time received 0: 31 - 0 pm . Mon. Tue . • ‘re& Thur.co ____Li -,2-47 ,____ BLD: Date:_j /11/.--.3"' i ------.--' . OWNER: "DAr-'1_______-:---- . _ - . Contact Name?._______—_ ADDRESS: 61 1._____ ----P1-1—‘t _ . - Contact Number.369 1 206 i, - G Notes: ' Deos, 1;6)(.1 SPrrxt'-ge-A 141 S"pLNrwei.,4_ . , re)Cr t N I i•.) . : . Plut-_qt_ q. - - Frai____-ning w___a_)e--ank Mechanical Setbacks — Under-ground- Framing Underground ______ Furnace _ Footing _ Rough in Air seal Above ground - - Gas _ Stemwali _ V-iydronic — Exterior shear Exterior lines Oil ,,,, ______ • Interior shear Interior lines . Duds SPtgtPHs Hole = Ventilation Appliance _____ Underfloor — Gas/wood.stove _ . -loille_s_ • Setbacks _ : • Insulation. r Final Inspection_______ :1 . Foundation-__ .. . &Tie• — 110°rwall—Gelling Address Posted 4gON c, <=, A JEFFERSON COUNTY h DEPARTMENT OF COMMUNITY DEVELOPMENT yrXrND.tO Date: I ) ks, Time Received: /6 - (aria/Pm C:1 ? Tue. Wed. Thur. Fri. / Date: - BID: /3 -- 2- Contact Name: J ■ . Owner: Contact Number: 360 4,140 q 'a Address: 61 /Z4,-.A6(ieh, f-r<- 206 Notes: a(94---,.....A( 5,,,--, Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling • Inspections are required to be called in by 3:00 pm to receive an inspection the next day. Do to staffing issues, at this time,we cannot guarantee that you will receive an inspection the next day. day. Unless you receive a call from us, assume we will arrive on your requested inspection day. • You may leave an inspection request 24 hours a day, and Inspections are available from Monday through Friday. We cannot determine the time we will arrive in advance. However, if you call our office the morning of your inspection, around 9:00 a.m.,we can give an estimate of when the inspector will arrive. Our general office phone number is 360 379-4450. An approved set of plans are to be on site with building permit for all inspections. If permit and plans are not on site at time of inspection, a re-inspection fee must be paid prior to re-scheduling another inspection. If no access, no inspections will be performed,and a re-inspection fee must be paid prior to re-scheduling another inspection. Inspectors will not access a home that has personal affects inside when the owner is not present. Commercial projects require 24 hour notice for inspection. CO ^ °,1 JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Date: 1.-(19 Time Received: j.'5-'' am/pm Mon. Tue. Wed. Thur. Date: 41-4E) BLD: `C� t '7,W Contact Name: Owner: ( ^ Contact Number: 360 Address: ►, , .r_. 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection _ Setbacks Floor_c Foundation Wall Address Posted Block&Tile Ceiling__; r • Inspections are required to be called in by 3:00 pm to receive an inspection the next day. Do to staffing issues, at this time,we cannot guarantee that you will receive an inspection the next day. day. Unless you receive a call from us, assume we will arrive on your requested inspection day. • You may leave an inspection request 24 hours a day, and Inspections are available from Monday through Friday. We cannot determine the time we will arrive in advance. However, if you call our office the morning of your inspection, around 9:00 a.m.,we can give an estimate of when the inspector will arrive. Our general office phone number is 360 379-4450. • An approved set of plans are to be on site with building permit for all inspections. If permit and plans are not on site at time of inspection,a re-inspection fee must be paid prior to re-scheduling another inspection. • If no access, no inspections will be performed,and a re-inspection fee must be paid prior to re-scheduling another inspection. Inspectors will not access a home that has personal affects inside when the owner is not present. • Commercial projects require 24 hour notice for inspection. 1 ■ ¢Sox co t.., °�� JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 4'0 Aga- Received: Pm Tue. Wed. Thur. 0 Date: Time e /0:36 p Date. . BLD: 0 } SO. _ Con :ct Name: ' Owner: i� ;�GJ`�, �/ Contact Number: 360 PI Address: `r � � jINEWL.dC6C4- 206 • Notes: A fl 37e7 — ! 7q9 4O1flW1rbQ(��o1 (roar k �-n�g Foundation P umbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance . Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling_ F4.Q rte, CdeeI j� //, IV - '%,` ' Inspections are required to be called in by 3:00 pm to receive an inspection the next day. Do to staffing issues, at this time, we cannot guarantee that you will receive an inspection the next day. day. Unless you receive a call from us,assume we will arrive on your requested inspection day. • You may leave an inspection request 24 hours a day,and Inspections are available from Monday through Friday. We cannot determine the time we will arrive in advance. However, if you call our office the morning of your inspection, around 9:00 a.m.,we can give an estimate of when the inspector will arrive. Our general office phone number is 360 379-4450. An approved set of plans are to be on site with building permit for all inspections. If permit and plans are not on site at time of inspection, a re-inspection fee must be paid prior to re-scheduling another inspection. If no access, no inspections will be performed,and a re-inspection fee must be paid prior to re-scheduling another inspection. Inspectors will not access a home that has personal affects inside when the owner is not present. Commercial projects require 24 hour notice for inspection. <� °2,I JEFFERSON COUNTY --"-/ DEPARTMENT OF COMMUNITY DEVELOPMENT -SSR I N G"G Date: gin Time Received: 9/3 (9/pm on Tue. ed. Thur. Fri. Date: 6 BLD: r 3 i Contact Name: � Owner: Contact Number: 360 T79 / 7K Address: 1 (c,/t,- Do (it 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas ®_ Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Y.....,_ Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling ,,4.$0N cam JEFFERSON COUNTY % 42D L- { DEPARTMENT OF COMMUNITY DEVELOPMENT 1 wnut RID �.d81iti 3R,artra.a Ave Date: 3/7_7 Time Received: IJ:b7 6.3 pm Mon. Tue. Wed. Thur. 0.' Date: 3/2 BLD: j 3 2 ze, Contact Name: ti NY'A Owner: S1.4dL17 Contact Number: 360 379 171f Address: 41 gg•.ooi* 6-t 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection x Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling t) • ¢gON c- ww ° ` JEFFERSON COUNTY &mss o. DEPARTMENT OF COMMUNITY DEVELOPMENT Date: CTime Received: i:51 d/pm Mon. Tue. Thur. Fri. Date: . '"1.2. BLD: 1 I 2.1.C) Contact Name: Owner: 5 13 Contact Number: 360 `�'"'t1? t7 5.1 1111 t I 1 206 0 Address: —__. • Notes: l ti.2 I Foundation Plumbin Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Rough In Footing g Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection, Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling igesON.cow. JEFFERSON COUNTY �_,�,� DEPARTMENT OF COMMUNITY DEVELOPMENT Qqs ,,, Date: /-jJ Time Received: ei3R am, Mon. Tue. ed. Thur. Fri. Date: '--'CL BLD: 1 ? - D Contact Name: Owner: Contact Number: 360 Lq 0 0 ('g Address: (p I (2ANpo4.% , 206 Notes: 'A.t Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling