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. u OVv7 SIN �OO� �N PROJECT SUMMARY ADDITION a `p o `fi u' TIGARD OREGON g7223 Build an addition at the back of the home to include two bedrooms, 0 TS °' 1 one office, one bathroom, and one laundry room. M/E/P trade permits a: m a ea to be pulled separately. w in v JURISDICTION: City of Tigard ADDITONAL ENERGY MEASURES = Replace existing furnace with 95% 3.5 ton Bryant furnace - New windows at addition meet .30 U-Factor or below qyt, *" '' Attic & exterior wall insulation to be installed throughout Z CO ,.„ `. &.> City of Tigard Erosion Control V fir t>.._ PROPERTY SUMMARY To Schedule Inspections: ' +_,' Built 1g58 Call (503) 639-4175 1 p w t ,; - m. Initial inspection: I- W Oi 5 — tw ° / # Single story Prior to tooting inspection 4 � � �-4 Final inspection: RECEIVED W Z . _ m- 1411 SF Prior to final building inspection O 0®Cra Veit ' WI Zoning: RE5 B 4- "''i LIABILITY FEB Z 8 2023 O J I- - �4:r'- -E °' .' Taxlot ID: 25103DA05200 ; "sty of Tigard and its I— f = " ° , n ogees shall not be CITY OF TIGARD n- sBUILDING DIVISION Z >- Z ` v; -,,,, p`r f, _, ,. `tea r +ar . e '?- ble for die Fsl'};:.`rfici x J PROJECT TEAM may appear herein. _ Approved plans O_ W Designer: H.E.L.P. GROUP INC shall be on job site. A W p Contractor: H.E.L.P. GROUP INC A V Q 0.6 Project Manager: BERENICE LOPEZ-DORSEY Z 0 VALIDITY OF PERMIT Structural Engineer: SCOTT WALKER, INDY OFFICE COPY —I In VICINITY MAP THE ISSUANCE OF A PERMIT F— BASED ON CONSTRUCTION 17 DOCUMENTS AND OTHER v `i DRAWING SHEET INDEX CITY OF TIGARD DATA SHALL NOT PREVENT R GVIE‘X Ell FO 'ODE COMPLIANCE 1lHE CODE OFFICIAL FROM SP Site Plan MIRING THE CORRECT'ON Approved: [ I 6. Al - As-Built Floor Plan OF ERRORS. ORSC 105.1 OTC: [ ] w i,k st SW Park St SW Pa A2 - As-Built Foundation PlanIK di Permit #: nn572oZ3 — S ,ii tZ ~ A3 - As-Built Framing Plan Address: LO `j �J Cb Ly1 0 O PROVIDE I FOUNDATION Suite #: t i LLI ao665 SW Cook Ln, VENT WITHIN 3 FEET OF EAC A4 As Built Roof Plan / z ti Tigard,OR 97223 CORNER OF THE BUILDING By: Pi-Or Date: 3/2/23 x tt_ A5 - Proposed Floor Plan G O SW Cook rn 51.0-51.2 - Structural Notes v tu PROPERTY LINES SHALL B• ua CLEARLY IDENTIFIED PRIG' 51.3 - Structural Schedule O z c TO FOOTING INSPECTION 52.0 - Proposed Foundation & Floor Framing cZ c' pe"'d" 52.1 - Proposed Roof Framing m S3.0-53.5 - Structural Details l his permit does not authorize the violation FEB 14, 2023 9 sw Fairhaven st -� E-�r Col(' of any rights of holders of private El As Built Elevations easements. The applicant is urged to E2 - Proposed Elevations contact any such parties and secure their approval before commencing work., , SITE PLAN N Num we Address: 10665 SW Cook Lane NW NE City, State, ZIP: Tigard , OR 97223 Country: USA WSW t „,,\\ e1` SW SE Scale 1 ":20' SSW SSE S EL = 241' Property line 91' EL = a4r 1 —10'- \ "u94 1� 78 STRAW WATTLE USED 'en ` FOR EROSION CONTROL m a 1 a -J 't 7 2T 4 3/8" Q - A m O , N 0 ci: - N aci ADDITION N -- - m 16'ct, 't'- aull�ooa 42' Lc) L r cu o House fence=-, 10665 o _, L fence CD 30' 1 N roofline 18' .-D grass 26' z 0 C - k< 1 LC) a, — D N CD > : jr______ _. _.. 1 t1 eU! i podoad EL = 243' 243' SW Cook Ln APPLICANT: HELP Group Inc / CCB 18514E Christina Erickson LOT AREA: 14,4615F 505-244-8232 LOT COVERAGE: 13.b% 1 , II i T i 11) O O III ,d r D 7- „ D A v D rn A A rn v 1 D A N T 23'9" 1 r ) 10.-8" 21 C—•� C--LT 2 N o r 0 ._ 0 n $Z m .1 c ^ ir_n ,---) 1 ...7.„,_ , ,---,i. / .-3 ja—J-- — 4___ � t% _i, H --.--1 _ _1 v x Ix Ili [ID 1 o I( 1 e 1I T-1 1/2"—+I. 12'-3" yV �� I - - nN w [JU1c ,12 a i 1 —J 28' J rn REMODEL PROJECT H.E.L.P. Group, Inc. PROJECT MANAGER: 503.244.8232 !N BERENICE LOPEZ-DORSEY CAITLIN & JEREMY 1NILPONE-JORDAN helppdx.com o 10665 SY1 COOK LN. TIGARD OR GCB# 185146 w 1 II WI ♦ gi ♦ 11'17 5. •• 10'$" f`•2''Ir 11•-1" I iiii C 3 1 - S 1 r B - _ �1 )1'-2— a > dEriL rtEr .I` 3 C 1 � 1 T-1 1/2" 12'-9" � A 1 r ,. 3 , t I tg 1 I -28' >I rnREMODEL PROJECT H.E.L.P. Group, Inc. PROJECT MANAGER: 503.244.8232 1 N a' BERENICE LOPEZ-DORSEY CAITLIN & JEREMY YA,LILPONE-JORDAN helppdx.com 0 10665 SY�t COOK LN. TIGARD OR 91223 GCB# 185146 W Cis II I� r. n TTI r C 1 r C -J ). , - C ' I iir' , , • . ,-,,--,, . . r— {_ ' tl :g_1-J f l___ i N O ® - , , 411 os J m T-9112"—y .. 12'3" 0 Q - t S • • • /1 d 1 O O w rn O A N ® V 1 nCS i m REMODEL PROJECT H.E.L.P. Group, Inc. PROJECT MANAGER: GAITLIN & JEREMY iNILPONE-JORDAN 503.244.8232 (� BERENIG LE OPEZ-DORSEY helppdx.com 2 10665 51N GOOK LN. TIGARD OR 91223 GCB# 185146 03 6-0 II 'I I • • V. __. .... 111-1EW I INI,_ _mrai _ i / E _ m it_ _ \:� \ a ,\\ \ , m y . \ ( . r — \ T — 1 i il0 OO _r \ ____._— I A ��iyypp� Z v m I i 1 / , I 28' I rri REMODEL PROJECT H.E.L.P. Group, Inc. PROJECT MANAGER: 503.244.8232 BERENICELOPEZ-DORSEY CAITLIN & JEREMY YNILPONE-JORDAN helppdx.com W 10665 SY.! GOOK LN. TI&ARD OR GCB# 185146 illi 2T-4 3/8" I 13'-6 1/2" - • = 12'-1 1/2" "I Ff .nn"c Pao/ Q m o �moo3 c�• a ( I W4 ADDITION HEATING '1 09NEw RaoM� ALL NEW DUCTING THROUGHOUT HOME0.-�1� J�� 0 rVIA CRAWL SPACE.PENETRATE EXI5TIN6 1111II����" VVV���` 01 QWINDOW SGHEDULE' v \ p FOUNDATION WALL TO RUN DUCTING +, , m CA Wl -60x40X05LIDER • 1ii4- -5-6"—y /��° ' _0 m INTO NEW CRAWL SPAGE.06%3.5TON ��G J�Q'�1. \ .�'`o�/JI (J\ �e..1�� W2-60x40 X0 SLIDER i r !1 NEIN BRYANT FURNACE TO BE INSTALLED. J I W3-84x48 XOX SLIDER MASTER MDR/.9M 11� N / 2 W4-32x20 AWNING (1,4 we W5-32x20 AWNING k ATTIC ACCESS, W6-48x48 XO SLIDER(TEMP) 22"x 30" A 6, ALL OTHER WINDOWS IN THE HOME NEW BOON T e .ip 6 Z N ARE EXISTING AND WILL REMAINI CRAWL SPACE ACCESS, X / I �a 22"x 30" �+. (N \ M \\ ADDITION rt Kr G"OSET rZ o V I 1"-- TOTAL FLOOR AREA:1991 SF I f' 0 FLOOR AREA PER STORY:1991 5F w PROPOSED HEIGHT:15'6" _ ® w 0 EXISTING �/ ROOM //J ��� ,. O 'F— s j —1 z I H o V II f X w O m , ` oEXISTINGROOM W -, V. ® '1'-4" I, `i ROOM IL °, °o z 0 T omwv [ E --I trl ROOM l NCO ". IRO 7%2 3/8" 3'-11" >uee v et r 0 al • is—� t1.-i N zO d LIVING i C 11.1 ON O -- - 1 R (�/ ✓e K kn til ty ,tea < 12i GM all-lik Z. 1.4 i X O Iil- ol m F- -1 GARAGE N w o rt Ix ..- 13'-6 3/4" 12'-1 5/6" (L U.1 16'-7 3/4" • (— -I Al MAR 16, 202' I I PROPOSED FLOOR PLAN I I 1/8" = 1 " ..a �!"crj 19'-10" . ,��%F,D PROFLc- GFN4- /8 # er 5, '4SPE l • +c`t ti. ITT A *II"' RENEWS: 06-30-2024 0 N N N 1:0"..20 FOR INFO N NOT NOTED HOLDOWN AND x n wrn E SEE ° °° �� HOLDOWN STUDS allkiMP (E) GABLE END " m PER SCHED TRUSS VERTICALS �� i CUT AND REATTACH m a F (E) GABLE END VERTICALS TO (N) HDR 1 � I I 4x HDR PER PLAN 1 _ ZW CO 4 . :� 6 (-3 2x BLKG EA SIDE OF HDR 'Q m a ' Z go i i 1 w CC a 2 (E) DBL TOP PL '�, (1) SIMPSON MSTC12 TWIST a STRAP W/ 0.148 x 1 1/2 NAILS .i a .— \ EA SIDE OF HDR TO 0 ° (E) 2x WALL STUDS -�� (E) DBL TOP PL O 1 F l E \ o �Op a �— MIN 2 2x STUDS 0 . co m m - c� cn 11� 12 cc 53.i 1" = 1.-o" S3.5 1.,= 1' 0„ N o o Z N, O N N O N O 11J N CD IX N N N .- N p W Z F- m O O' SHEET S3. 5 �Q,ti ,c0PRO , G 1 Nk- /O Fs 1 er� 5 '45PE 'P r s i!./! v'et 100 .4:y 0 09, TT A . WPC. RENEWS: 06-30-2024 0 N N N j N N `- FOR INFO NOT 'N o NOTED SEE 6 �...„----SHEATHING PER =n N ® (2)2x HOEDOWN SW SCHED 0 n2 in a 4 ii::) STUDS. LAMINAT� 3 = r PER HOEDOWN 2 o SHEATHING PER SCHED _ .. R•r o 16dAT8" 0.C. SW SCHED --41 J J me 0. (E) FRAMING • LL z0 co a EDGE NAIL 3 J - =-= t / SIMPSON MSTC28 W/ ' I ✓ ❑ (1) 1/2" DIA x 4" TITEN HD Z w AT LOWEST 1/2" DIA HOLE 0 Z J �� SIMPSON FRFP PER SW SCHED A \ i W/(5) 1/4 x 5" SDS SCREWS `' AND (2) 1/2" DIA SET 3G EPDXY ����i Q 0 Y SIMPSON A35 OR ' _BEE ANCHORS � z Q � 0 LTP4 AT 48" O.C. OR PER SW SCHED. \ ° z W V �, v Z 1/2" P.T. SHIM -.�� I I 1/2" P.T. SHIM J c% / 4, / ` 6" MIN I FIELD VERIFY 8 . < ���(E) CONC STEMWALL r AND FTGi9 10�3.4 1„= 1'-0" S3.4 1" = 1'-0„ Z O N O N 0 W N Ce N N r N o W Z 0 O SHEET S3.4 <c,o.D PROFe• • 1G /,, 1 5• •45PE l * If". pr r ". z T A `N P�' RENEWS: 06-30-2024 0 (V N PA W 2 N N Q N V UE IV Old'>• 2x FLOOR JOISTS PER PLAN. =o ,1 EDGE NAIL LAP JOISTS FULL LENGTH -a (1)#4 x 30"W/SIMPSON OF BEAM ; o SET 36 EPDXY ALIGN W/ m a o (1)#4CONTSEE4/S3.0 c, )11 0. (E) STEMWALL \„, _ (N) STEMWALL el d Z W COLI t 6 ° Q 2x FULL HT BLKG ��—6x BEAM PER PLAN E Q d d d ° d a (2) SIMPSON AC6 SIMPSON ABU662 WI 0 h4 N Q .11 AT EA BEAM SPLICE J L 5/8" DIA x 8"J-BOLT < a J ° ° d 6x POST PER PLAN CONC FTG AND Z i g ° a d REINF PER PLAN QQ fllp d_ . . 6" I \ `1 d 0 i ic t : d a (E) FTG (N) FTG .1 _ : < 4\" \ '.\ OF 3/4" MINUS —(1)#4 x 30" 3 CLR/,.-----; W/SIMPSON SET 3G EPDXY TYP CRUSHED AND 7 AT BOT BAR OF (N) FTG $ / PER PLAN / COMPACTED GRAVEL o Y S3. ) 1"= 1'-0" S3. 1"= 1•-0" a c� O N o N ms W n� re N N r N O W z 0 O SHEET S3. 3 . .5C:O PROpcsf G1 Hf /� ere,/ 5, •45PE�� l rr A • ' RENEWS: 06-30-2024 0 N N N_ EDGE NAIL 2x BLKG AT 48" O.C. FOR INFO } _ N NOT NOTED 2x8 LEDGER W/ 10d AT 3 gi o e m c ,ri o a o , � / SEE 6"O.C. STAGGERED = 5_ a 6x BEAM PER PLAN. ® (E) FRAMING '3 o I , . , ,, FIELD VERIFY c G°D FLOOR SHTG PER PLAN ; CO o 0 0 N mao 3 � _— SHEATHING PER �TrJ7r ' SW SCHED `� „� �� 12" LONG POCKET Z W CO STOP AND START SILL °�I CENTER ON 6x BEAM 0 2 AT 6x BEAM AS REQ'D R 11111 (1)A34 EA SIDE OF BEAM l /I 1" CLR Q -1A CONC FTG AND POST Q t� W " O CONC STEM WALL Z V P.T. 2x4x1'-0"W/(2) 1/2" DIA x 10" J-BOLT J AND FTG PER irk PERignii 3 .— ../ 9 VW NA ° V 8i a ad ° CO V a 0 0 a ...m Lci 0 (-- 6 S3) 1"= 1'-0" S3.2 1„= 1'-0" Ucr =U z O N 5 o N 5 elO W N o 01 tr N N r N O W z CI O SHEET S3.2 �EQ,ED PAO,c , 3 1 N f /� y�7 5, �45PE�� l /4Ct 00 'It y 0. /Pc) .k<v OT7. A 14P�. RENEWS: 06-30-2024 0 N N N j N 2x6 SILL PL W/ 16d AT ' N m FOR INFO FIELD VERIFY 8" O.C. TO RIM BOARD 2 N N NOT NOTED EXISTING FRAMING OR PER SW SCHED G d 8 E P.T. 2x6 SILL PL W/ 1/2" DIA a `o" SEE© 17 J BOLT AT 48" O.C. OR PER SHEATHING PER o S3.0 SW SCHED - - - - \ ✓ SW SCHED r EDGE NAIL 1 ao L SIMPSON LTP4 AT i a IX \ ! 32" O.C. OR PER i I < SW SCHED A35AT48" 0.C. OR ') �` W LI PER SW SCHED W/ EDGE NAIL 2x JOIST PER PLAN PH612I SCREWS Z Q _ (1)#4CONT �O \ - Q Y LTP4 AT 48" O.C. OR r I r PERSWSCHED IT 0 a "` r a 6" CONC STEMWALL Z (� �_ CC (E) GABLE END TRUSS— ° AND FTG PER PLAN A35 AT 48" O.C. OR N Y PER SW SCHED `�.I 2x6 BLKG WI Q O 10d AT 6" O.C. Q r �� #4 x AT 48" O.C. a ih V aw g U CO Nc EDGE NAIL r (E) DBL TOP PL OR ,elk L 3" CLR (N)4x HDR WHERE SHEATHING PER 4" OF 3/4" MINUS CRUSHED OCCURS SW SCHED AND COMPACTED GRAVEL / / TYP0 co PER PLAN Y rci.i 2 �3.y 1"= 1'-0" S3 1 1"= 1'-o" u) o v z N N UJ O N O W N O CC ColN N N O W Z F— CO 0 O SHEET S3. 1 <c° PROi , • . GIN,- /O 5, •45PE N0 'It .clo's / O 09, TTA W ' RENEWS: 06-30-2024 0 N N h N EDGE NAIL * ROOF SHTG PER PLAN g (4) 10d EA BRACE „ a,t(.- 2x FULL HT BLKG EA BAY .j = ; T EDGE NAIL ROOF SHTG PER PLAN o EDGE NAIL o 1 co\\- N EDGE NAIL m a I n + v MANUF TRUSS BLKG + 0 EA. BAYAi A35 AT 48"O.C. OR I SIMPSON LUS26 PER 5W SCHED \ii SIMPSON LTP4 AT 48" O.C. J 2x6 OUTLOOKER OR PER SW SCHED. a AT 24" O.C. CAN BE ALTERNATIVELY INSTALLED ON INSIDE 0 14 ^ Q MANUF TRUSS �A FACE OF BLKG. a 0 �� PER PLAN •' W 8 d MANUF TRUSS W/� EDGE NAIL GABLE END TRUSS Z O _ HEEL PER ARCH. MIN (3) 10d TOENAILS DBL TOP PL 2x4 BRACE AT 48" O.C. TO DBL TOP PL ALL SPLICES TO SIMPSON LTP4 AT 48"O.C. [A V OCCUR OVER STUDS. OR PER SW SCHED. 0 n SIMPSON GBC BRACE 8 SIMPSON H2.5A SHEATHING CONNECTOR AT EA BRACE SHEATHING PER (� 0 AT EA TRUSS. I PER SW SCHED SW SCHED. (1) TRUSS TO TOP PL 1 DBL TOP PLATE (1)TOP PL TO STUD ALL SPLICES TO OCCUR OVER STUDS L. S31 2 i co Z N O N 7) O N �N N r W CI SHEET S3.0 \<aft.D PROFFs S3.0 ,�� 5- '45PE - i• i — — 4x8 4x8 N0 ✓Ltr ae, 1.°°1 Lk'' III 1 1 I il ', 1 11 RENEWS: 06-30-2024 l II' - "- - c m 11 I co N ��11' 1 111-� 3 77 o W 7 11 ,,i , =CVN v w c E 14 1 ,, 1 , 1 OG' ,,,.... � Nm -_----- ; r I AREA F WORK = - 1- � � ti� i I x O O 3 I 1 a - - - 11 i' 1 ' 'S 'III rim • I 1 1 / 11I 5 — � rN Cf, L _ L J -r=_ maw If'1 -- .— .gym -- —�_1 O O i I II 11�` 1 1 - - J f4/12 I1 G�J�� 4/12 i m i g '' I I'x i I S3.0 N Q I v I ;, q JQ 1 ' II; OPP rA _ y.� . X .1y , '.'' 4i- w \ I. r 1 ( r ', I O Z " JR 1 i 1 1 —S'ililI _ u . . 6 0 s. IT �� V Z d_ I PI Ilp I' N n i I , V • Q J 1' CC yy �� -Sr_ __ K__' i �; Ili 0 1 I' MSTA21 STRAP MSTA21 STRAP I 0 I �' ';I le U- 0 '� T fi _ r _ w � � � _ I —*• w j z 4x6 I1 4x6 4x6 z \,, '}" }"-'fir 1 l (2) RPS18 STRAPS \; ;j m 0 (2) RPS18 STRAPS FOR 1 II 0 - , Z � N TO E DBL TOP PL 12 1' 3 FOR (N)TO (E) DBL �, I 0 CO H LL ( ) ( ) S3.5 • I' II Si !3. TOP PL CONNECTION w _ ; � t it p CONNECTION (1) STRAP p I'. F o x 0 III EA PLATE III I (1) STRAP EA PLATE �:)-`i >7 0 h F ;I I LLI I IIIcc i II 1 II 1 a - =s I 1 1 Lr�-=___:-T — , r - _ z N I II 11 III I 1 I o o I II 1 1I II' II 1 1 I H-- ; > n I w cCD am-, in I B . N •I CV CV NORTH ==t - <__ o (1 w Z i--2� ROOF FRAMING PLAN +) KEY PLAN S2. / 1/4"= 1'-0" SHEET S2. 1 leEQ EQ EQ `���� PROFtC�, C 2 S3.2 er 54 •'45PE SW6 U © SW6 © I U SW6 El1,.f r . n air 10 a` <v r � I - 1 �rA . *P — — — ilk I — — — @(���s(`10 RENEWS: 06-30-2024 X ��\M .]C OFL N o 11 OF O ) N w w 26 v OFN 00I 0II a Orli-OPEN y To- u o w P it cXo cxo ' I Ell 7:4 _ 2'-0" SQ x 10" DEEP � mT - J FTG W/(3)#4 BOT (N)6" CONC AREA OF WORK b =o g BARS EA. WAY P �� y 6mrhr�STEMWALL W/ — — —_ s 6 or ' CONTFTGTYP i----,_______ — S3.1 V � L J , a OPP o ® I I I v co TYP I j At © —I © g \. m 1' 6" SQ x 10" DEEP I rj I Z W co U w ,�� o FTG W/ (2)#4 BOT ,�; 4 Q (� O o I I _ =-i cb<I BARS EA. WAY S3.1 I ( I FS J 2 ) c*V /-_ (0 1 -77)- 1 (_].._ i < R 6 6 g o CC - _ I J I�' o L_ W (� Q u— O 28 28 Jf ¢ �� e-i 3 — _ 1--- „_ z l ❑ I I ❑ ICI © w H g z _ _ _ SW6 _-_ L J 15--(2) 2x STUDS Z w © rn _ i il g ' 1 (7 C9 V Q z o Ark 9 (2)2x STUDS i � p ZZ % '�� 6 � �_ J J 0 0 0 CD L---- R" m S3.4 LSQXl0" DEEP , ®' S3.3 to co m ® FTG W/(2)#4 SOT 1 BARS EA. WAY Z p ___] O• U I - (E) FTG TYP Z N 11 O �— ii o III l FL r W N O 1 , p Q' N N N NORTH 0 w Z 1/4" FOUNDATION AND FLOOR FRAMING PLANiii_DI KEY PLAN o S2.t) SHEET S2 .0 V%%F,4 PROiF• GINF4' /� 4` 5, •45PE l • SHEAR WALL SCHEDULE HOLDOWN SCHEDULE . i . a,9,11 RIM JOIST TO 2,3,5 1 4 n ` mot,. 1�1 <vr MARK SHEATHING 1 2,a PANEL EDGE SILL? SILL PLATE TOP PLATE MARK HOLDOWN POST ANCHORS ANCHOR BOLT oT 09' �� 10 NAILING ANCHOR ANCHOR AND POST l q NW"' 15/32"APA RATED 2xSIMPSON DTT2Z SIMPSON PAB4 RENEWS: 06-30-2024 SW6 10d AT 6" O.C. 1/2" DIA A.B.'s AT 32" O.C. SIMPSON A35 OR a W/(1) 2x STUD (8) SDS 1/4 x 1 1/2 W/4" EMBED SEE 11/S3.5 SHEATHING ONE SIDE (U.O.N.) LTP4 AT 24" O.C. o 28 SIMPSON MSTC28 SEE 10/S3.0 SEE 10/S3.4 °' W/(2) 2x STUDS N SHEAR WALL NOTES: o HOLDOWN NOTES: �' _i N 1) SHEAR WALL SHEATHING SHOWN BY DARK LINE ON PLANS cO m S 1) "SDS" DESIGNATES "STRONG DRIVE SCREW' BY SIMPSON. m a 2) BLOCK AND NAIL ALL PLYWOOD PANEL EDGES WITH 2x MIN. THICK BLOCKING = o a-- • -3 2) FIRST DIMENSION LISTED IS MINIMUM WIDTH REQUIRED. UNLESS SHOWN 3) FOR PLYWOOD. SHEATHING, USE COMMON NAILS, OF THE FOLLOWING SIZES: OTHERWISE ON PLAN '' " 10d: .148" DIA x 3" MIN. d N 3) NAIL SHEATHING TO SLL HOLDOWN POST W/ EDGE NAIL SPACING m a o PER SHER WALL SCHEDULE co n 4) NAIL HEADS ARE NOT TO PENETRATE FACE PLY OF SHEATHING. 4) PROVIDE STANDARD NUT AT BOTTOM OF EACH THREADED ROD CAST IN co co 5) EXTEND ALL SHEAR WALL SHEATHING TO THE TOP PLATE OF THE FLOOR CONCRETE. CAST ANCHOR BOLTS IN FOOTING IF STEM WALL HEIGHT DOES FRAMING OR ROOF FRAMING LEVEL ABOVE AND TO END POSTS WITH NOT PROVIDE MINIMUM EMBED DEPTH z MI HOLDOWNS. 5) WHEN HOLDOWN POSTS CONSIST OF MULTIPLE 2x STUDS, NAIL ALL STUDS TOGETHER WITH 16d AT 4" O.C. STAGGERE3D FOR FULL HEIGHT OF EACH STUD. 2 -3n 6) FASTENER SPACING AT INTERMEDIATE FRAMING MEMBERS SHALL BE 12" O.C. FOR PLYWOOD. 0 h4 cg U_ 7) EDGE NAIL PLYWOOD TO ALL POSTS WITH HOLDOWNS, TO TOP WALL Q 8 5 CI) AND SILL PLATE W V v zit 8) USE PRESSURE TREATED(P.T.) SILL PLATES WHEN IN CONTACT co WITH CONCRETE 9) SILL ANCHOR BOLTS NOTED TO BE 0-2 19 EXTEND BOLTS ABOVE 8 D CONCRETE 2 1/2" AT 2x PLATES 0 — CO 10) USE SIMPSON BPS 1/2-6 WASHERS UNDER NUTS. INSTALL SQUARE TO WALL W/WASHER PLACED 1/2" FROM FACE OF PLATE ON SHEATHING SIDE mm 1 1) WHERE SHEAR WALL SHEATHING OCCURS EACH FACE ADD FURRING ENTIRE - FACE OF WALL, AS REQUIRED TO PROVIDE EVEN FINISH. Z Y ' 12) DO NOT RECESS NUTS INTO SILL PLATE. o x N z CVO N (7) o N O O O r N N T- N O W Z rn < 0 O SHEET S1 .3 <c0 P ROFF��, 06.13 PLATE-CONNECTED WOOD TRUSSES STRUCTURAL DEFERRED SUBMITTALS G i N 4 k- 5, •45PE r 1. All trusses shall be manufactured and designed by a prior approved truss manufacturer to the load Deferred submittal items per OSSC 107.3.4.1 shall be submitted to the Engineer of Record. All requirements of section 0.10 and the following: deferred submittals shall include calculations and erection drawings and details and be stamped by a �� ":� • a. Allowable increase in wood roof member stresses due to duration of loading per NDS for wood professional engineer registered in the State of Oregon (Specialty Engineer)and shall be the sole construction. responsibility of the Specialty Engineer including, but not limited to, design, coordination, dimensions C0 icy D9 zoo �� b. Net uplift per ASCE 7 for components and cladding. and intended purpose. Deferred submittal items shall include a quality assurance plan as required by �T PC' c. An additional point live load of 350 pounds at any location of top or bottom chord. Chapter 17 of the OSSC. Review by the Engineer of Record shall be for general conformance to the A W d. Additional loads from equipment and secondary framing as shown on plans and details. design loading criteria set forth on the drawings and specifications. The deferred submittal items shall e. Compression member unbraced length shall be per Truss Plate Institute criteria. not be fabricated or installed until the design and submittal documents have been reviewed by the RENEWS: 06-30-2024 2. Location and number of trusses shown are diagrammatic only. Additional trusses or multiple trusses Engineer of Record and approved by the building official. Pre-engineered stairs, cladding and other may be required depending upon design or bearing requirements. nonstructural components designed by others shall not induce torsional forces. Torsional bracing shall cm 3. Manufacturer shall design and provide all truss-to-truss connectors and hardware including load be designed by component engineer and included in the deferred submittal for review by the Engineer 0 N transfer connections between multiple trusses. of Record. .y csi 4. Lumber used to manufacture trusses shall be as determined by design, #2 Grade minimum, and shall l'c o have a maximum moisture content of 15 percent at time of fabrication or design adjusted as required Deferred Submittal List: �" - _ N �iMs by the IBC. I. Plate Connected Wood Trusses (Gang Nail Trusses) Q a g5. Prior to fabrication of trusses, the following shall be submitted to the owner's representative for review: = 'a. A shop drawing showing a plan of truss layouts; individual truss elevations; bearing details with ?j connectors to supports; compressions member bracing and connections; assumed truss design CONSTRUCTION INSPECTION AND TESTING loading and parameters; and truss member forces. o N b. Truss design shall be stamped by a professional engineer registered in the State of _ . Truss A. GENERAL m a cm layout drawing may be either stamped by engineer or a letter may be submitted from the engineer n that states trusses are designed based on and conforming to layout submitted. 1. Independent testing lab to be retained by owner to provide inspections and special inspections as r) c. A current ICC-ES report for all types of trusses being supplied. Also submit evidence of described herein. compliance with all items required by ICC-ES report. 2. Contractor is responsible to coordinate and provide on-site access to all required inspections and d. Current periodic plant inspection reports prepared by independent testing lab showing compliance notify testing lab in time to make such inspections. with IBC Standards and the submitted ICC-ES report. 3. Do not cover work required to be inspected prior to inspection being made. If work is covered, uncover 6 z rn e. Temporary truss bracing and erection requirements: If temporary braces require elements outside as necessary. C VI the bracing system to support loading from the bracing, the amount, direction, and location of load 4. The contractor shall correct all deficiencies noted in the special inspection reports and/or the �Lsl q shall be shown on the shop drawing. engineers field observations reports to bring the construction into compliance with the contract CI Y f. Job site handling and storage requirements: Trusses should be covered during storage and kept documents, addendum, RFI's and/or written instructions. < 0) dry until the structure is weather tight. W $ Q 6. Provide additional trusses as necessary to support mechanical units and sprinkler lines. Coordinate B. SPECIAL INSPECTIONS V • cc all loads and locations with mechanical and sprinkler drawings. Q 7. Do not cut or drill truss members. Required special inspections shall be performed by an independent special inspector per Section 1701 of J 8. Design and installation of temporary erection bracing is the sole responsibility of the contractor. If the Oregon Structural Specialty Code(OSSC)for the items listed in the following tables. j temporary loads are to be imposed on permanent walls, floors or structural elements, redesign 1. Items checked with X shall be inspected in accordance with OSSC Chapter 17 by certified special permanent structure to support temporary loads. inspectors from a testing agency approved by the building official. CO 9. Truss erector shall erect and brace trusses per the requirements of the truss manufacturer, 2. The special inspector shall provide a copy of their report to the owner, architect, structural engineer, 0 U) contractor's bracing design, and all applicable codes and government agencies. contractor and building official. 10. Truss manufacturer shall inspect all trusses after they have been erected and sheathing, bridging, 3. Continuous special inspection means full-time observation of the work requiring special inspection by blocking, etc., has been installed. Manufacturer shall submit a certificate to architect, engineer, an approved special inspector present in the area where the work is being performed. Periodic E contractor, owner and building official that the inspection was made and that the trusses are in special inspection means part time or intermittent observation of the work at intervals necessary toacceptable condition and meet with the manufacturers' design and installation requirements. confirm that work requiring special inspection is in compliance. • 4. All bidder designed components shall include a quality assurance program for special inspectionwhere required by OSSC Section 1704.2.5 cn Table 2 z N Special Inspections and Tests of Concrete Construction (OSSC Table 1705.3) 7) o Type Continuous Periodic Reference Standard Notes 5 o 0 ill CD 4. Inspect anchors post installed in N N co N hardened concrete members <- N b. Mechanical anchors and o adhesive anchors X ACI 318: 17.8.2 illz E- m a O SHEET S1 .2 .• �O,,D PROFFs� . 03.2 CONCRETE ANCHORS o N eF %- - 4/ S, •45PE 1. Epoxy Anchors: Simpson SET-3G, Hilti HIT-RE 500-SD or DeWalt Pure100+. 3. Framing anchors,joist hangers, post caps, etc., shall be by 'Simpson Strong-Tie'. Install per • a. Unless noted, install threaded rods into clean, dry holes to embed depth as shown on drawings. manufacturer's recommendations for tabulated maximum capacities with fasteners installed in all ." '�'��` Comply with manufacturer's ICC-ES report for hole diameter and rod material. If embed depths holes. Framing anchors attaching to pressure treated lumber shall be Z Max coated or hot dipped S 't are not shown, use manufacturer's minimum depths. Fill hole with enough epoxy to fill all void galvanized and attached with hot dipped galvanized (2.0 oz per square foot)or stainless steel nails or 0 0 N). os, les<v spaces and insert rod with clockwise twisting motion. screws. Framing anchors installed at exterior locations exposed to weather are to be stainless steel Tl, l' PV b. Do not place when epoxy or concrete is less the 50 degrees Fahrenheit, unless special products with stainless steel fasteners. A for cold weather are used: Simpson AT-XP, Hilti HIT HY 200 or DeWalt AC200+. 4. All bolts for wood to steel or wood to wood connections and in manufactured connectors shall be c. Do not cut main reinforcing or break out back surface when drilling holes. ASTM A307, Grade A unless otherwise noted. Provide standard plate washers under all bolt heads RENEWS: 06-30-2024 3. Screw Anchors: Simpson Titen HD, Hilti Kwik HUS-EZ or DeWalt Screw-Bolt+. and nuts in contact with wood. Use hot dipped galvanized washers in contact with pressure treated a. Install to clean, dry holes to embed depth +1/2" as shown on drawings. Comply with lumber. o manufacturer's ICC ES report for hole diameter. If embed depths are not shown, use 5. All bolt holes in wood to be 1/16 inch larger than the bolt. Do not ream or oversize bolt holes. v N manufacturer's minimum depths. 6. Do not recess bolt heads or nuts unless shown on drawings. .N cl b. Do not cut main reinforcing or break out back surface when drilling holes. 7. All nailing shall be per Table 2304.10.1 of the OSSC. Nails called for on the drawings shall be `` 'N o c. Tighten the anchor into the base material until the head contacts the fixture. common for plywood nailing; box nails for framing; and type recommended by manufacturer for r E d. Provide standard washer under heads in contact with wood. maximum capacity of hangers and connectors. Nail heads shall not penetrate the face veneer of o a u, g N C`, E e. Special inspection of holes is required prior to installing screw anchors. See the Special Inspection plywood panels. _ section of these notes. 8. Nails, bolts or lags in pressure treated lumber shall be hot dipped galvanized or stainless steel. ? o 4. Embedded Anchor Rods: All hooked or headed anchor rods to be ASTM F1554, Grade 36. Threaded 9. Cutting and notching of joists not allowed. A one-inch (1") diameter hole may be drilled in the center 10m and nutted anchor rods to be ASTM A36 or Simpson PAB where detailed. 1/3 of width of member depth. All other holes shall be approved. io o R10. Studs may be notched in the lower 1/5 of the height of stud for electrical and plumbing pipes, but no a • o 06.0 WOOD FRAMING part of the notch is to be deeper than 25 percent of width of stud. Holes of diameters up to 1/3 of width a of stud may be drilled in stud but not in center 1/3 of height. The edges of drilled holes are to be at v 1. All lumber species and grade to be as follows: least 5/8-inch from the face of the stud. to 11. Provide deflection space over all non-bearing walls located under open-web and plate connected Joists, beams and stringers (2x &4x) DF #2-19 percent M.C. wood trusses. Z LLI 6" nominal &greater beams and stringers DF#1-19 percent M.C. 0 Z Cl) Bucks, blocking, bridging and misc. DF #3 or better Structural 2x studs DF #2-19 percent M.C. E] Plates, sills and headers for wall framing DF #2 K.D. — 15 percent M.C. ai,L Z Posts DF #1 - 19 percent M.C. Q V J Sills, ledgers, plates, etc embedded in or in contact Pressure treated Hem Fir#2 Ui V O g with concrete, not exposed to weather AWPA UC2 (ACZA Not Allowed) Z V Exterior, above ground construction exposed to Western Cedars#2 or better or 3 weather pressure treated Hem Fir#2 U) C' AWPA UC3Bg n EPosts, etc. embedded in or in contact Pressure treated Hem Fir#2 with ground AWPA UC4 V O 2. Sheathing shall be APA Rated plywood sheathing or Sturd-I-Floor, C-D grade, Exposure 1 with Performance Category and Span Rating as noted below. Each sheet shall bear an APA stamp. Install roof and floor sheathing with face grain perpendicular to supports and stagger end joints. Install wall sheathing either horizontal or vertical, and block all edges of sheathing with 2x4 or thicker blocking. 0 co Block roof and floor sheathing where noted on drawings and where plywood widths are less than 12 Z o inches wide. Glue floor sheathing to all supports. Protect all sheathing from weather damage and _ CC' moisture. Replace all buckled or soft sheets. Do not cover sheathing with permanent roofing or p v finishes until sheathing has a moisture content of less than 19%. z N Location Performance Category Span Rating > o 0 Walls 15/32 32/16 0 CV CV Floors 23/32 T&G 24 oc N Roofs 19/32 40/20 O W Z 0 0 SHEET S1 . 1 MINIL. ,\,c,,E PR OFF ss STRUCTURAL NOTES G 1 F E• ..yis - 5 45PE f 01.0 GENERAL NOTES 02.0 FOUNDATIONS ` IP ,1. These notes set minimum standards for construction. The drawings govern over the Structural Notes 1. The soil bearing pressure used for design was 1500 psf. C�� w�r oy 2°° .�� to the extent shown. 2. All footings shall bear on firm, undisturbed soil or approved compacted fill. Footings shall bear at a /'T \t'iP.... 2. Contractor shall verify all dimensions and conditions on drawings and in field. Coordinate locations of minimum of 18 inches below final grade. Remove all organic material or soft areas in footing A . openings through floors, roofs and walls with architectural, mechanical and electrical plans. Notify excavations. Provide and install structural fill as necessary. Notify owner's representative before I owner's representative of any discrepancies. proceeding if any unusual conditions are encountered in the footing excavations. RENEWS: 06-30-2024 3. Construction means, methods and all necessary temporary support prior to completion of vertical and 3. Do not excavate closer than a 2:1 slope below footings. lateral load systems is the sole responsibility of the contractor. 4. Use smooth edged backhoe bucket without teeth to excavate footing trenches, and clean all footing 4. Compliance with all safety and OSHA requirements is the sole responsibility of the contractor. excavations of loose material by hand. :: N 5. All work shall be in compliance with 2019 edition of the "Oregon Structural Specialty Code" (OSSC) as 5. Excavations may be made under continuous footings for pipes. Back fill with 3/4-inch minus crushed y m amended by all other state and local codes, permits, and building department requirements that apply. rock compacted in 8-inch lifts to 95 percent modified Proctor maximum dry density per ASTM D1557 =N N 6. Where reference is made to ASTM, AISC, ACI or other standards, Code referenced issue shall apply. or AASHTO T-180. }' m EN n 7. Design Criteria: 6. Fill material shall consist of soil approved by a geotechnical engineer that is compactable to the To c a o 0. f L .T following limit under the weather conditions at the time of construction. Maximum particle size of fill to - Table 1604.5 Risk Category II be Less than 4-inch diameter. Scarify and dry soils if required or use a granular material. Place fill in o 0 Roofs Dead load 15 psf lifts not to exceed 8 inches and compact to 95 percent modified Proctor maximum dry density Snow load (minimum) 20 psf x Is+ 5 psf rain on snow determined in accordance with ASTM D1557 (or AASHTO T-180) under footings and floor slabs. 0 a N _per OSSC 1608.2.3 L Floors Residential dead load 15 psf 03.0 CONCRETEcn Residential live load 40 psf Light Storage dead load 65 psf 1. Strength: Concrete strength used for design was 2,500 psi at 28 days. Contractor may elect to Wind Ultimate wind speed 97 mph, 3-sec gust provide higher strength concrete without triggering special inspection requirements. Wind exposure B Z W MINIMUM Mix Requirements: O z U) Internal pressure coeff, GCp1 +/-0.18 a. Design slump: Minimum 3", maximum 9". Field variation from design slump +1/2 inch to-1 inch. FW_ Components and cladding Per ASCE 7, Chpt 30 gn When concrete is to be pumped add plasticizers and provide a new mix design to increase slump (-1 Seismic Mapped spectral response, Ss and Si 0.852 and 0.394 to a pumpable mix. Do not add water at the jobsite unless authorized by the concrete supplier. 0N[ N 1Site class D b. Air Entrainment: Per ACI at all exterior slabs and flat work. Cb Seismic importance factor, /E 1.00 c. Admix: Water reducing admix (Pozzolith/Polyheed/Rheobuild or equal). W § 6 Spectral response coeff., Sos 0.682 d. All admixtures are to be from the same manufacturer unless evidence is submitted verifying Seismic design category D compatibility of multiple source admixtures. 3 Basic seismic force resisting system Bearing wall system 2. Place and cure all concrete per ACI codes and standards. Response modification factor, R 6 1/, 3. Sleeves, pipes or conduits of aluminum shall not be embedded in structural concrete unless Seismic response coeff., Cs 0.105 effectively coated. Analysis procedure used Equivalent lateral force p 03.1 REINFORCING (CONCRETE) 0 8. Mechanical equipment, mechanical and sprinkler piping larger than 2 inch diameter or other items producing a hanger load over 50 lbs. shall be hung by a system approved by the owner's 1. All reinforcing steel shall be ASTM A615, Grade 60. representative. Any hanger producing a load over 200 lbs. shall have additional framing installed to 2 Lap all bars in intersecting footings 2'-0" or 45 diameters, whichever is greater. 1:1 transfer these loads to the main structural beams or walls unless otherwise approved. 3. Splices in wall and footing reinforcing shall be lapped 45 diameters or 2'-0", whichever is greater, and co 9. Brace all mechanical and electrical equipment, piping, etc. to the top of structural members to resist shall be staggered at least 4 feet at alternate bars. lateral forces as specified in Section 13.6 of the current edition of ASCE 7 using a system approved 4. Provide 45 bar diameter or 2'-0° x 2'-0" minimum corner bars to match horizontal reinforcing in walls at • by the mechanical or electrical engineer respectively. all corners and intersections. 10. Details shown on the drawings are intended to apply at all similar conditions and locations. 5. Provide two (2)#4 continuous bars at top and at discontinuous ends of all walls. co 11. Do not scale information from drawings. 6. Vertical wall reinforcing shall be placed in center of wall unless shown otherwise on the drawings. z 0 N Horizontal bars may be placed either side of vertical bars and between double vertical bars. rn 0 N 5 el O O Ce N N N O W Z < CO 0 SHEET S1 . 0 1 J CP I I, II !1I .1 11 � Pi N1 11I'I liI 1 I'iloliiiiiiii '� I i I 1 1 1H ,, 1 I i �IhI�i'I1 , 1 Iyfj I1, � I; 11 II �II 11 1 II Ihl 1 i ;IIIIii�; ,■■ II IIIIII �llIiI ; „1„ • 1 IIIIIIIIII IIIIll 11,1 i! li , i�iI � Ini 1 I ■ I■ 11111,1110,111,111,11 ' ' ��� I , I1111 I II I iI 10,111,11111 it I ,Il iii I I , , 1I11111 h1111 , , � „III , , ,,, I 1 I k iIIIh1I �� I 1 ill I ,Z\, ` 11i 411 I I1i 1 y �/ 1 I, I,I I i i , I ill,1 IIl n I l, Il , 1111111111111 , 1,, III� ■■■ ;IIIII;yI i 1 1 1 i 1 , ,IIII 1 II'1 , 01111111 I 11111111111111111 I ' IiiiiiiiiiiIIIII1 11 ,hI'Il N� CI IIIIII�III iiIlIlIIiiI/ 1111 111 11 1 111 r INlll — 11 il11l llI1III M4 � I 1 I ' I Ili ' 1l1111yIIIhIII1I1IlII11 ,Ili 1,, l i 11111111I IIII Iy 11►t ItiliI�I1 1 11iw I(Iyllll IIIIIIIIIIIII 1 , IIIl fi1IIII I ; I1 ''' 1'1'1' '11111 id 1111111111111111111111i i jilj +I11i'allllj I II " 111II1�1 - 11, iliiiiiI�n, hIIiik 1I III ' I'11'''' ' I \111 II ' 1I1 Il I'lil F''1I ' , � 1 ,II,j 1 ' , l ��,11 1II I I, 11,', II'j1111 111 HI 1 ,Ill I IIIrk Iii 'G II' I IIlil ; I 111 ill, ii I1 I 1 IIIIi�III I ,/\ I I IIII III 'I / , J lull I, I ' i Iiy ibliS ' ' l Ili ' 1 r i�!iiiill mil to ADDITION PROJECT: H.E.L.P. Group, Inc. 1 ill js, PROJECT MANAGER: GAITLIN & JEREMY 1^tILPONE JORDAN 503.244.8232 to BERENICE LOPEZ-DORSEY helppdx.com 0 10665 SW WOK LN. TIGARD, OR 91223 w GCB 165146 ILMIMMLIPI ' EXISTING ROOF NEW ROOF V c C N -_T------___��— —�--- i =- `_ = __ m E :.._ �1� ___ =—Aye_— .--_— _�-x� "_ - _ -3- _ -• �- _ EC IV ° _- - - in R 16 1013 ta __E CITY OF TIGARD BUILDING DIVISION = z i a r EAST < GRAWLSTAGE O rY EXISTING DRAWL STAGE NEW CRAWL SPACE VENT,b'kib" Q Q s-- SI- s�= = z- z�-�.a _i� _ i—_ram _ _ - ss -_ .F1 J I _ WEST CRAWL SPACE - VENT,b"x16" } W tn CONTINUOUS RIDGE VENT _z • • -• • - ,_ _ ��_ _ ROOF VENTILATION; Q `-"- _ _ T� _ PER ORSG 2021,R8062;MINIMUM NET FREE VENTILATION n ,s _-, �� _ -- _TAT. AREA SHALL BE 11150 OF THE AREA OF THE VENTED SPACE Z w ---- -- _— _� AREA OF ROOF:655 5F p- o - ---- - -- VENTILATION REQUIRED:5.155F O - -- ---- __ - -- _ _ --- -- ---- VENTILATION PROVIDED:4.125 5E -I --- --- - - __ INTAKE PENT - -- _ INTAKE VENT _ _ -INTAKE VENTS' IU c __ - _ 40'LF GOR-A-VENT IN VENT,6.75 SQ.IN.NFVA PER UNEAL FOOT=1.675 5F V _ _ _ -RIDGE VENT: O z F ___ -__� _ _ 24 LF GOR-A VENT V300,19.5 5Q.IN.NFVA PER LINEAL FOOT 2.25 5 W - - _ ----- - /',R`V^1 4PAGE VENTILATION COVER GROUND SURFACE WITH GLASS 1 VAPOR BARRIER RETARDER 7 r LAPPED NOT LESS THAN 12"®THE JOINTS&EXTENDED NOT LESS _ r II THAN 17 UP PERIMETER FOUNDATION WALLS.THE MINIMUM NEW DRAWL STAGE AREA OF VENTILATION SHALL NOT BE LESS THAN 1 SF FOR EACH 1500 5F MAR 16, 2023 NORTH VENT,b x16" OF UNDER-FLOOR STAGE AREA.PLAGE VENTILATION OPENINGS TO , PROVIDE GROSS VENTILATION. PROPOSED ELEVATIONS E2 1 /SI' = 1 '