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HomeMy WebLinkAboutPermit File 2208 10th Street (2) FEB 2 12017 CITY OF ANACORTES oz NATIVE SHRUBS&VEGETATION BEGIN f 0 TOP OF SLOPE AND CONTINUE TO TOE N O l`,53'41° E — 57.96' IJ w _ \ , - �, - — CITY WATER & ER \ \ SEXISTING HOME ' < o \ p t F � Li �yl.; - /' 1 N'O1 42 1 65 � NATURAL GAS f _ 'i , / / r• _ ` ELECTRICAL.TELE COM \ t ;` SIDE — &CABLE = / / .:•< � P DECK ve rT % O t \ \ \ ` GARAGE � CONCRETE O' Ay ` 5 g\ ♦. \ 9k4'ROOF AREA / / ..V ;,. /,'✓ j NJ .i• :..' "" Ir got, INCL.IN IMPERVIOUS %%' ,/ f „ •' . ' Ve �i \` ` , \ ♦ \ , \ \ \''\ v ax \C���� � \\ .\ %'j '♦ j//�//'/ !//��l '.k/� �, �t.. SLOPE \ \ \ \ �C��Otz YEAR CcRnss� PECK FP PER CONC. WALK Y ' PROPOSED D..' O ` \ ` � `` •\ ,�� 't , •F !' ` 'F�, , ,� !F, t': ,', F41 tt, > ,m // HOME W l .r s, ,• .. .., :., y , 1, , F � . V , ': t '! ,l l ,////i // //� I � . �\,; C' 1 . \ I I a e— , I ImeQ I N 01053'41" E — 160.58' a HOUSE TO HAVE PERIMETER PERF 8:TIGHT LINES WHICH FLOW TO THE PROPOSED SMALL DIAMETER RESIDENTIAL HDPE STORMWATER OUTFALL SYSTEM. S'c � r e. P/ ti oGwod � - Ru�Qy � L-► APB aNn NA� 1� � St�RLtgs �< « c ��"( 2, IV11,7 CITY OF ANACORTES I `• — �X t S"'i• 1 N G 1.-A U.Yt f!. H Eb � k� PLANNING & BUILDING II CT, �M a 0- t�f�aL pg12K APPROVED PLA '' s �k APAMf,5IF MAi�Lf. " � --�:.. R - PEI2MIT #: � L ItJ - 2b/� — //72 Z -- / AD;�RESS: A rc�5s A `O'ROVEDSY: `' Q' ;81ECT TO FIELD INSPECTION. APPROVED s LANti M uj—cFt9,.D 'BEV S WITN ALL NOT BE ALTERED WITHOUT AUTNt,f,iLA( �71d DI+C- �W,R12�' � 1 �(oKt CyP RESg x A01> <� PL u614 123 ._ '- 4a 6 W�b•� �� 1 p3 = _.— DRAWING TITLE Project & Site N CK,.LFM HOTEB .aSi X .;: tNIft M�a:6W. P�19dg* P,waW Pm Project Information Site Information, aeArtrM ham Ming sm=tl lire antle et iFe fen=. fN ` = 1 1. Pvrt maln"ru,f 31sn6WIPae111MD= F Applicable Codes ,swN owry aip w'3(91A.n6&M.R16I. `", ' CTE RYPIwIRC. B. SO=,"wwY 0 CI.=6 h Im,tP www lOP ins.If - -; tEpTQr9E- spline era bcabd In bn w aumP ereae,Me fen=m.Y=etl b nn la6,w.a,1F.P,.Jwenv;,»wRPPF.th,h,wlre '. 20151nternational Residential Code t anccroR �� a. 1new.uhrne�F P.rvl�m�aPP.6=maw 11,».. ` -Washington State amendments to the 2015 IRC iaL „ s -2015 Washington State Energy Code, Residential Provisions M. E L aexp wanE NYp„«P x.wupfl, -Local Jurisdiction code modifications as applicable. 77 `` - 1•mYMX4 renQE arRENeTx,wer.aL¢Ev �"` `` a�„6,F1 -tots Gc6•a•fw-^� Plw»,•I� Ode ' House Information f� �/�. - - - - - - - - - - - - - - - - - - - - - - - - - �EX. GRADE s , -2Stories O EX.GRADE PROPOSED GRADE -2 Bedrooms PROPOSED GRADE - r DEC WEST GRADING SOUTH GRADING 1 %bBatns 01 r „I Square Footages SCALE : 1'-0"" I' D" SCALE : Xb" I'- " __ _____----- A L L E N si �L DESIGN &DRAFTING Non `-- - � S.F. glRiNp QgVp!pH,„MIMIIE=SNRBNNs TIE p0.W„O SETH M.ALLEN pR MrFOLL„ 8 "¢ AVa,e FEA&RLE,PMp aMOOrx pFllrpnlEFwt 9E.T FENce-$E atAFM1110• Main Floor 1,623 36D.483.8530 B6R a FpLLMtN PE10N 1pl rp A M.COx MAW' 6PECIFIGATIONBECFgM W16np FLtlN6 c=1FAcno„axraT 6E ARFowrEro saT=nATAaLzs alen.tle9ignO.Box 732 il.com EVFxTun=Rcurn„c F�wm ="!�; roar S� P.O.Box 732 Rn�pRF OP Loft Floor 442 TYPIGIL MSTALLATfafi DETAIL / "YP'cAy P ;i; Everson,WA 98247 wTm Pp6la FIpWN) ::/ I ® Total Finished ,0 " a.A ZO 2 65 F_ _I Garage 680 q as-a- -/ 1:' EVERY B•OC \Vl ,Ax=4FEMC,IR[Cr _ [ICUI I Front Porch 28 kWRA L.SALISBURT / Y� CEflIIFMAiE Np.IWMA .I / FIHIOCIGEVIQTIIEI Side Deck w/Steps 182 *vPlrqulEr Fence � % ��°="~�"•-= Rear Deck w/Steps 324 BFF NOTEI wngIITBACNYPaVRnFR i a 16pRelPlD ��. SILT PENCE HOMELOC� Q l9rm PpsTaBMVrN1 - — STANDARD PLAN Ls0.1"2 - - - - - - - - - - - _ _ _ _ - - - - - _ ON SPACE o Sheet Index sPIIC®FACE 9ECFgH88WdL eE CtpLE Flxxlpx WEE Ii 16 .T ropEmEn rp mEVENr axTUIE„MWRFROM mwRovEP FpR ru 'W" EX.GRADE �EX. GRADE AVAILABLE i EawEMMTTOMw HE FACEgrmEwEwgP A-0 Project&Site Information,Site Plan &SWPPP Details P'=0 Sakntlph SI &2VI3 6PLICP.DETAIL ••�°^°^ -"— ..w� EAST SIDE GRADING PROPOSED GRADE NORTH GRADING PROPOSED GRADE A-1 Exterior Elevations (1M1LW PP3r5aXPNij . eaW v--e.wNT-,ri- A-2 Exterior Elevations SCALE : X6" = P-O" SCALE : X6° = 1'-0" A-3 Main Floor Plan & Loft Floor Plan loth Street A-4 Foundation Plan & Details EXISTING G & PROPOSED GROUND ELEVATIONS A-5 Roof Plan, Typical wall&Trellis Details N SITE A ERI AL A-6 Building Sections, Roof Deck Plans, SCALE PER PLAN Details &WSEC Information (� GRADING NOTES: SCALE :N.T.S. PROPOSED MINOR GRADING USING ONSITE EXCAVATED SOILS S1,0 Foundation Plan & Details W S1.1 Upper Floor Framing & � W (00 Main Floor Shear Wall Plan W S1.2 Upper Roof Framing & Upper Floor Shear Wall Plan 7 ^� S2.0 Structural Details L L.L EXISTING ROAD V S2.1 Structural Details W F— ` ® S3.0 Structural Notes ` ^I 5 C4 18'-O'R MIN.(TYPd N Inr+ I I I STATE of I 47. v , C-W QUARRY SPALUI �� �� EASKNOTONRWISTEREV I I LANDSCAPE ARCHITECT � MARK w. MAURER s�0e SITE INFORMATION: W O LLJ CERTIFICATE NO.ODO666 ��0 I I C 1 »ew ERTIFM1CATELLI.OWS00 Address : 2208 1 Oth Street,Anacortes WA L.,..,Fw..aRN,Pd«,a,.n....wePOa.n.e,swalpw x\' I I \_ \,� 1 vl/ 1� -- V\ C- '` AS REQUIRED-iDD MIN., nw.awFaYurcllwLnFvra,aeArmexxF,Fwmv.rsnowm EXISTING I "� �.. e �� I II r Parcel# : P133009 EXCEPT MAY BE REDUCED awrwl6,xaawa11u6 AaaaMRrr=aF�YltMagelr. GRAVEL ROAD I j U 1 �. 9 L� TO NT MIN.FOR SITES Willi LESS THAN ONE ACRE OF I Legal : Lot C, BLA-2015- EXPOSED SOIL �.. MISCELLANEOUS I �)/ AFN# 2TO PA) U PLACE CONSTRUCTION GEOTEXTIIE FOR EROSION CONTROL DETAILS C 1 Y Lot Size : 10,938 (TO P/L) 3 SOIL STABILIZATION AND A MINIMUM OF DAE' T-D•Min• OHWM PROP LINE TOP OF PROP LINE llll�iii 00 O CRUSHED ROCK UNDER THE SPALLS,FROM THE STANDARD PLAN I-QD: "111 SLOPE l I F-,/✓ 1 O EDGE OF THE EXISTING ROM"Y TO THE RADIUS I\ I I ZONING INFORMATION: RETURNS,OR AS DIRECTED SY THE ENGINEER. PROVIDE FULL INIM OF\ SHEET I OF I SHEET 33E_bD 5G1_ZIL Z5'_�,L 13L_0n Z�`_0" i W INGRESS/EGRESS AREA -' APPROVED FOR PUBLICATION �1 v 1S-De MIN. ZONING : R2- RESIDENTIAL2 N ISOMETRIC VIEW Pasco Bak ofich//N44,q IM 08-7>-09 SETBACKS : 20' FRONT STABILIZED CONSTRUCTION ENTRANCE r.ar..„A..P.pena.6dT.q..66a SCALED C R O S S SECTION 20 OTTRL/5' MIN SIDE N LAND SCALE : P = 30'-0" COVERAGE : 35% (SHORELINES TO GOV) MAX -3.00' DECK Ht. 18"Max. BLDG HT : 3 STORIES &35' �4 f/FINISH GRADE -2.00' -, 00' NATIVE SHRUBS &VEGETATION BEGIN y� t WHERE DECK EXTENDS 0'� Q TOP OF SLOPE AND CONTINUE TO TOE -� INTO SETBACK SHORELINES INFORMATION: = Z ti N 01 053'41" E - 57.96' DESIGNATION : SHORELINE RESIDENTIAL �•� 30.00' 0•00 ' 1 SETBACK : 200'f/OHWM 20.00 -10.00 (RESET) -5.00' STEPS Ht. 18"Max.f/ FINISH GRADE 4.00' LLI ( ^ X / CITY WATER &SEWER %LOT w/i : 100% WHERE STEPS EXTEND INTO SETBACK EXISTING HOME z 1.50' `GRASS O 00, ADJ LOT sf : 7,957sf (TO TOP OF HIGH BANK) O °vJ \ I - 0 --ss__- ss_---ss----ss----ss----ss- --ss ss. ROW VAC 543sf \ 0 � E -WL -� -- --WL - --W - --ww -� NATURAL GAS � NET LOT sf : 8,500sf N Ol°42'10" E - 130.65' L I — —c----c----_G____ _ _ I %ALLOWED : 30% (Impervious) N 10'SIDESETBACK C- T- ___ _ n -c rv--P ---P- - _P =P __�` ELECTRICAL, It LE-COIN sf ALLOWED : 2,550sf TEMP. SILT FENCING 4.00' -- —N-- Tv TV &CABLE CGRASS 0 -3.25' SIDE GRADING QUANITIES: } \ ° \ PER ATTACHED Dtl. DECK CUT I o DRIVEWAY 22 CuYd ( a cRg \ + IO'SIDE SETBACK I I SIDEWALK 6 CuYd Q o q o a a c \7 0 0 0) > "n 0 FOUNDATION : 128 CuYd a o c a c a \O \ PERVIOUS UTLITYTRENCH 11 CuYd a `o `) a o 0)GAR a AGE ° ro u a Vn CONCRETE o + TOTAL : 167 CuYd a a --O � a ASPHALT /- a \ f -0 � DRIVEWAY\ RAY `c c a 2 a a OHO 1 I STORED ONSITE f/REUSE AS o -o o a r a\m0^ , ` 9'x4' ROOF AREA S BACKFILL&MINOR YARD GRADING c co a c a a- o_ 'ln�p Q(L INCL. IN IMPERVIOUS ''5%Max + APPROX.24'x20' o a a a SLOPE CONSTRUCTION FILL c E L s F a LP P GR JP 1 o 7� Z 0-0 0�NN, � O 5' ATTACHED DTENTRANCE L. SSIIDEWALK BASE RIVEWAY BASE 14 CuYcl 5 CuYd p o ° oa on EARFOUNDATION0 �70 O REPLACE EX. DRAIN ROCK 10 CuYcl c a1 0 2 E GRASS ECK c c c o c o a o e \ o �y,0 n1 1 ` FP PERV.CONC. WALKWAY SIDEWALONC. +/ TOTAL 29 CuYd a a m a a a 0 0 cn eD T PROP . a o - - a 1P. Q v a ` I ,e BROUGHT FROM OFFSITE) a o c E -' 7 ?D0 �� 0 1 1 \ PROPOSED _I o a Z _a ° ° a) 7O w _. Ni^ ;n ,n a N p O w L C -C } a L L o \ \ p 1 1 1 1 HOME i I Q I > w I AREA STUDY: o E _ } a 1 m Q IMPERVIOUS AREAS PROJECT OWNER&MAILING ADDRESS: �/c 1 25'-Ifdy4' LLi FRONT PORCH 7'x4' 28sf \ 1 POST COR NER IZ U 0 F— SIDE DECK ROOF 9'x4' 36sf Malcolm & _ I I � O I O 0 Cn REAR DECK 30'x6' 180sf Michelle McPhee I GRASS) � U GARAGE Per Plan 680sf 2202 41 st Street O w I _ I 0 I 1 HOUSE Per Plan 1,623sf Anacortes, WA \ I I > J GO 0 O O I 2,547sf 98221 O N V+ N W J @ I Z.. : a I a a a o a- ,W, t GR'Vv 4S Z a ALLOWED : 2,550sf > 2,547sf T N T En T N to EX• V P 0 X Q Pam- CHECKED BY: SMA zI°B zID 1(t\NjER I — QQ Lu DRAWN BY: SMA DESIGN BY: SMA \ 0 0 O O � � PERVIOUS AREAS PROJECT NO.: 201610-01 -p---- o-----a---_p L— L- —1 — L_ T DRIVEWAY 28.5x20' 570sf WHEN THIS DRAWING IS REPRODUCED AT —D----p----p--__ FRONT WALKWAY : 31.N/A 95sf ORIGINAL SCALE THIS BAR=I INCH X-5.00' 4.00' S'SIDE SETBACK 1IIICCCC s I I SIDE DECK N/A Osf MISSIONX -2.25 -1.25' � REAR STEPS N/A Osf �, 1 INCH � X X I N Ol 053'41 665sf " E - 160.58' -) RIGHT OF WAY AREAS 0 Z L A, ASPHALT DRIVE 12.5'x20' 250sf HOUSE TO HAVE PERIMETER PERF & TIGHT LINES WHICH FLOW TO THE 07 CONIC.SIDEWALK: 20.0'x5' 100sf PROPOSED SMALL DIAMETER RESIDENTIAL HDPE STORMWATER OUTFALL SYSTEM. ssosf REVISISe1 DATE: TEMPORARY SOILS STOCK PILE, NO. REVISION ISSUE DATE: SEE INCLUDED PACKAGE OF ISLAND COUNTY 8.5x11 PLANS, SHTS. 1-4 HOME UNDER CONSTR CTION TO BE COVERED w/ VISQUEEN (APPROVED f/ USE BY CITY OF ANACORTES PUBLIC WORKS) e _O TO PREVENT EROSION, /-1 SITE PLAN Permit Ne Set SCALE : P = 10' 12-29-16 DRAWING TITLE: ELEVATION NOTES Exterior Elevations 1. BUILDING EXTERIOR & ROOFING TO BE FLASHED& INSTALLED PER BUILDING CODE, MANUFACTURERS SPECS, &ACCEPTABLE CONSTRUCTION STANDARDS. 2. HOUSE WRAP OR FELT BUILDING PAPER TO BE INSTALLED PER MANUFACTURERS SPECS. 3. SEE WINDOW AND DOOR MANUFACTURER'S SOLAR PANELS,TYP. RECOMMENDATIONS FOR INSTALLATION AND WEATHER PROOFING. 4. FOUNDATION STEPS SHOWN ARE ESTIMATES. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR DISCREPANCIES BETWEEN DRAWING AND ACTUAL SITE CONDITIONS. 5. DOWNSPOUTES NOT SHOWN FOR CLARITY. GENERAL DESIGN & DRAFTING CONTRACTOR SHALL COORDINATE FINAL LOCATIONS. SETH M.ALLEN 360.483.8530 6. ALL CUT ENDS, NOTCHES,AND DRILLED HOLES IN _ c1en.design.droPBng®gmaiLcom PRESERVATIVE TREATED WOOD OR PRIMED P LOFT -- ---- P.O.Box732 — — — — — — — — — — — — — — — Ever60n,WA 98247 WOOD SHALL BE PRIMED AND/OR TREATED IN —HOR LOFf — —— — — — — — — — — — — — -----'-- THE FIELD IN ACCORDANCE WITH AWPA M4 PER IRC R317.1.1 7. SEE STRUCTURAL PLANS FOR EXTERIOR DECK/PORCH &GUARDRAIL CONSTRUCTION ro STANDING SEAM METAL ROOFING,TYP. DETAILS. IF NONE PRESENT,THEN CONTRACTOR MAY REFER TO THE FOLLOWING: W -- 12 a. 2015 INTERNATIONAL RESIDENTIAL CODE. 3 123 b. AMERICAN WOOD COUNCIL TRUSS HEEL PERSCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE, DCA6-12. FFL LOFT_�• — TP GRG C. CITY OF KIRKLAND-MYBUILDINGPERMIT.COM TP MAIN _ - CONSTRUCTION TIPSHEET 5, PERSCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE HDRMAIN _ VERSION 2012 INTERNATIONAL RESIDENTIAL CODE. I 8. EXTERIOR ENVELOPE DETAILING IS NOT INCLUDED ❑ ❑ ❑ ❑ OO N IN THE DESIGNERS SCOPE OF WORK. CONTRACTOR SHALL BE RESPONSIBLE. ui rY1 --- — 0 W �J EXTERIOR STAIR NOTES - _ U LL1 l. STAIR TREAD RISE NOT TO EXCEED 7-X", — \ 2. STAIR TREAD DEPTH NOT TO BE 'n FFL MAIN Z Q TOP STEM - - - LESS THANIO". a FRMAIN W - - _ — _ __ — — - - - - - � �3. STAIR WIDTH TO NOT BE LESS THAN 36". TOP STEM 4. STAIR NOSING TO BE PER IRC. Q 5. EXTERIOR STAIR TREADS SHALL PROVIDE TRACTION DURING WET AND COLD SEASONS. TRELLIS PER Dtl CC/A-5,TYP. EXISTING GRADE,TYP. V) "E� v ! 6. THERE SHALL BE AN IRC COMPLIANT HANDRAIL ON AT LEAST ONE SIDE WHEN THERE ARE FOUR OR SOUTH ELEVATION PROPOSED GRADE,TYP. uj O LLB MORE RISERS IN A STAIR RUN, HEIGHT SHALL BE BEWTEEN 3N"=38" FROM NOSING OF TREAD. 7. OPEN SIDES OF STAIR RUNS THAT HAVE A HEIGHT OF 1�� 30"OR MORE SHALL HAVE GUARDRAILS AT 36" min. s' ^^// �.. LLB IN HEIGHT AND SHALL COMPLY WITH IRC 312 FOR OPENINGS AND STRUCTURAL REQUIREMENTS. CO NU Yo '4 Z N Q 2X12 PPS. BARGE W/V4x4 PPS OVER V` 5/4X8 SHADOW BOARD,TYP 12 3 © 12 12 WINDOW & DOOR TRIM,TYP. ' ' q D / P,,_ 9 HEAD: Z-FLASHING 5/4X6 PPS. 4)0 2X3 PPS.TAPERED LEDGE 2X8 PPS. FASCIA W/CONT.METAL GUTTER, 0 2 E o ro SIDES: %X4 PPS. DOWNSPOUTS PER OTHERS, TYP a '� O a m _ c - c � _ - LA BOT : �4X4 PPS. 12 2X3 PPS.TAPERED LEDGE � o o 0) Q > 0 0 c o c :c 12 �/ 12 � 3 a o "� 0 0 J 3 �' ,i 3 � m o a c H `a :u FFL LOFT / I c o 0 0 0 ° o F a —._ � 0m m 's � o •ef C O _ � ° 0 0 7 (E SECT A/A-6) — — — — I INORTH WALL — — — — HDR GRG ..T. r NOR NORTH WALL C 9 � � ❑ L_ -- ° E ❑ - - I _ aJ`O 0) 00. 0) 0 U + Ill _._--___ _ __ ry C C C ,n C L O 0 O. — -a oa U E } I PROJECT OWNER&MAILING ADDRESS: Malcolm & II Michelle McPhee FFL MAIN _ _ — — — — — — — — — — --_.. . TOP STEM - 41 s Street— — — — — — — Anacortes, WA TOP STEM _ _ — — — — -- -- — _ _ _ -_ 98221 CHECKED BY: SMA - - - -- -- - - - -- CEDAR SHINGLES W/5"EXP,TYP DRAWN BY: SMA DESIGN BY: SMA 24"o/c BOARD & BATTEN,TYP PROJECT NO.: 201610-01 WHEN THIS DRAWING IS REPRODUCED AT WEST SIDE ELEVATION -y4X4 PPS BASE W/Z-FLASHING,TYP ORIGINAL SCALE, THIS BAR=1 INCH IINCH SCALE : Y4" = 1'-0" D0 Peanit Set 12-29-16 NO. REVISION UE DATE: A. 1 Permit Set 12-29-16 DRAWING TITLE: ELEVATION NOTES Exterior Elevations 1. BUILDING EXTERIOR & ROOFING TO BE FLASHED& INSTALLED PER BUILDING CODE, MANUFACTURERS SPECS, &ACCEPTABLE CONSTRUCTION STANDARDS. 2. HOUSE WRAP OR FELT BUILDING PAPER TO BE INSTALLED PER MANUFACTURERS SPECS. 3. SEE WINDOW AND DOOR MANUFACTURER'S RECOMMENDATIONS FOR INSTALLATION AND WEATHER PROOFING. 4. FOUNDATION STEPS SHOWN ARE ESTIMATES. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR DISCREPANCIES BETWEEN DRAWING AND ACTUAL SITE CONDITIONS. A L L E N 5. DOWNSPOUTES NOT SHOWN FOR CLARITY. GENERAL DESIGN &DRAFTING CONTRACTOR SHALL COORDINATE FINAL LOCATIONS. SETH M.ALLEN 360.483. 530 6. ALL CUT ENDS, NOTCHES,AND DRILLED HOLES IN atlen.tlesign.drofHng®gmail.com PRESERVATIVE TREATED WOOD OR PRIMED --- -- --- ----- TP LOFT P.O.Box 732 -__ — — — —WOOD SHALL BE PRIMED AND/OR TREATED IN ---- - - - - - nDRToFT Everson,WA 9820 THE FIELD IN ACCORDANCE WITH AWPA M4 I PER IRC R317.1.1 r� +- 7. SEE STRUCTURAL PLANS FOR EXTERIOR DECK/PORCH &GUARDRAIL CONSTRUCTION DETAILS. IF NONE PRESENT,THEN CONTRACTOR - MAY REFER TO THE FOLLOWING 12 a. 2015 INTERNATIONAL RESIDENTIAL CODE. 12 Q 3 b. AMERICAN WOOD COUNCIL 3 __ TRUSS HEEL PERSCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE, DCA6-12. - - - - FFL Lon c. CITY OF KIRKLAND-MYBUILDINGPERMIT.COM _ _ _ v CONSTRUCTION TIPSHEET 5, PERSCRIPTIVE TPNORTH WALL _ _ _ _ _ _ _ _PMAIN +t RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE - - - - - - - - - - - - - -- - _ - - - - - - - - '— — — — - - - - - - - - - — _.. HDR MAIN HDR NORTH WALL VERSION 2012 INTERNATIONAL RESIDENTIAL CODE. (SEE SECT AJA-6) 8. EXTERIOR ENVELOPE DETAILING IS NOT INCLUDED '. IN THE DESIGNERS SCOPE OF WORK. CONTRACTOR SHALL BE RESPONSIBLE. TEMP \ TEMP Lu I L ui 00 EXTERIOR STAIR NOTES U LL1 � 1. STAIR TREAD RISE NOT TO EXCEED 7-"• TEMP TEMP / TEMP TEMP 2. STAIR TREAD DEPTH NOT TO BE , Z LESS THAN 10 FFLMAIN - — _ FFL MAIN UJ 3. STAIR WIDTH TO NOT BE LESS THAN 36". — — —TOP STEM � 4. STAIR NOSING TO BE PER IRC. Q `•/ J 5. EXTERIOR STAIR TREADS SHALL PROVIDE TRACTION17 DURING WET AND COLD SEASONS. FABRICATED METAL HANDRAIL, FABRICATED METAL HANDRAIL, ' ^ 6. THERE SHALL BE AN IRC COMPLIANT HANDRAIL ON BIDDER DESIGN BIDDER DESIGN +_ v , AT LEAST ONE SIDE WHEN THERE ARE FOUR OR NORTH ELEVATION W C) W MORE RISERS IN A STAIR RUN, HEIGHT SHALL BE BEWTEEN 34"-38" FROM NOSING OF TREAD. SGAL /1/ 7. OPEN SIDES OF STAIR RUNS THAT HAVE A HFIGHT.OF 30"OR MORE SHALL HAVE GUARDRAILS AT 36"min. 1.L IN HEIGHT AND SHALL COMPLY WITH IRC 312 FOR MM OPENINGS AND STRUCTURAL REQUIREMENTS. W O N Q Z Q 12 i { I \� — TP LOFT 12 - - I 12 9 D I I � 9 I 0 2 E o I4 u C ' m :90 `c_ $ o a� a � _ all U O a)Q > N O o o c .5 o c :_ 3 p 1212 g '0 o 'o 0 �J3 9 0 ° � a oQ o :a) I c c 4) c m 0. TP GRG — _ FFL LOFT CO O U a a 0 E N � O C w ,� m E O N N O - TP NORiN WALL -o O E J] a a — — — — HDR NORTH WALL e (SEE SECT NA-6) N C ' '� N '^ a s 5occ 0 ooa rn o m 0) -- - 1 \ -a o 5 � �5 � E 5 Q m } n' U 9 rL- O , +_ gym � ' U PROJECT OWNER&MAILING ADDRESS: Y / Malcolm & Michelle McPhee FFL MAIN 2202 41 st Street —10 — Anacortes, WA - -- -- - L71 CHECKED BY: - - - - - - - - - - - - - - -- _ — M DRAWN BY: SMA STRUCTURAL BRACKET IS"Max TO-FIN[SH- GRADE DESIGN BY: SMA J610-01 PER Dtl BB/A-5 f/ BET13ACK ENGOAGHMENT PROJECTN R 2010EDA W ORIGINS DRAWING IS REPRODUCED AT ORIGINAL SCALE, THIS BAR=I INCH EAST SIDE ELEVATION INCH SCALE : Ya" I'-O" 00 PemYf Set 12-29-16 NO. REVISION/ISSUE DATE: A-2 Permit Set 12-29-16 DRAWING TITLE: Main & Loft Floor Plans A-6LXJ I PT 8x8 POST, "DN I DN - PER ENG ll 4 I 1 4 II 4 (1 OF 4) 11 I Qi 0 FABRICATED i Covered DECK 4n zo METAL HANDRAIL, 3'-0" 5%a" b'-0" I 63FABRICATED Y4" b'-0" Ib�i" b'-0" 5�4' 3'-0" I METAL HANDRAIL, I ( I BIDDER DESIGN (2) 24"AWN I (2)24"AWN BIDDER DESIGN - 6/0 77/6 TTo PIC 6/0 8/0 SC, bl0 7@/6 TOD PIC 3ili s/6 _ A L L E N _ I DESIGN & DRAFTING 4Ye" 4Ys" 4%11 4}b'r �, TEMP PER ELEV. TEMP PER ELEV. 4x4 POST, �° = SETH M.ALLEN EA.SIDE )U Q 360.483.8530 11 n n ' n , n n i " n (j OG. ' I 00en.deslgn.droBing@gmcR.com lya 3 -0 3 -0 i -�'4 3 -0 3 -0 4'-il'a B O�R�r�� �� 2x4 TP &2x6 SILL, r1 'n [verso,,,w 3 24� PIC PIC PIC PIC c1 a o J DORMER ABOVE DORMER ABOVE EA SIDE 3/0 4/0 3/0 4/0 - 3/0 4/0 3/0 4/0 3'_83/4" "� QP4k Dining Area CASE TILE Cq - - --- COPEN OPEN 6/0 5/b - -- - - - - - - - --- TO TO 2'/4 3 w4 l� 10 5/4 I I I iP BELOW BELOW EGRESS I I Living Area I I „ I I s I I Q THRU-WALL I - I I TILE I I ( I 11" FRESH AIR VENT I �x THRU-WALL I I I I I 6x6 POST, I I FRESH AIR VENT I I I I I PER ENG I I 9�x s3Z�" �$ 'y0a� -- 9 - ----- ---� -- - ----- - - -- _ N _ - FLAT --- _ _ FLAT _ _ ISLAND-8'0x4'0" SLOPE SLOPE uno j ( ( r DORMER FRAMING I 1 Master 6' DBL. HELIX /� OO DW r Bedroom SPIRAL STAIR I U Q 1 ABOVEY2 WALL,SEE SECT A/A-6 I I 'r Ot TILE (SEE STAIR NOTES) / o n. = W I 6' DBL. HELIX - - iv to 00 SPIRAL STAIR -� 2x4YF WALL,36"min. Ht. I 1'-3" �`L. 4'- 16 " 4'-D(>" 3'-4�" 1, 1'-36/8" 6x6 POST, LLI �p d1 �, I / N _ - I (SEE STAIR NOTES) �o PER ENG Kitchen - I I --- --- RIDGE BEAM -_-- ----- - _ __ _ o�N TILE RANGE t18" ocl- -1 0 w l l - --- - -- t'/ ---- -- - - --- - - ----- - -- - --- - - - 6`Q i '' HOOD VENT a � I - ^' Z L.L I - ��' \ � RIDGE BEAM Cp�+ectK- I I -0 y, i '� 6x6 POST, U Q I li a PER ENG tov R z'• 3!0 /� Ch�jS i/ i ou at I dl a'• cq O s'• br I i BARN o r ' i 11�I 01 REFRIG. O O N N St Loft Area yi 'j�� p DN 36"x24" LU WOOD r ( M I = THRU-WALL Nj DN I l FRESH AIR VENT ' ti 1 - - DRYER I <+ I ' SLOPE n Ca I @ x - --- -- M --- -- ------ ---T m -- -- REF IEn y VENT iv FLAT �o Q Guest W D I i 9 i I �o�Cla Z �oxx y BotE I I Laundry NUTONE� ZTIL h o h $ �'! - Q '� Walk-In vs Room LS-100 00 I ^t IC, O t W b TILE = U N - w w ; A w dS of I I W.H.F. .o , 1 , I I I x U x U ':' Loft Area x U Closet a o m d. .� L.L1 W - INU NQ i' Loft WOOD NU M t0 NUTONE W II O TILE c'i� z WALL MOUNTED IN-FLOOR �"- ILIQT-80 32'�SO" m RADIANT HEAT BOILER 1 STEP C4 ^/ I i 3'_1%1 4'_ „ 1'-OXy" '- II'-U6" 3' 1s/en in _ PL L\Q M `t o o - ; = LL ' ""< 20 minM 9 .•nlaNtC% WSys?� Ill �a3{0 SC ILERWH5Cf N \�--- --- Syr \o�. , ?' I 3/Ox4/0 3/Ox4/0 3/ 4/0 3/Ox4/0 3/Ox4/0 3/Ox4/0 �• _ "' � N U 1 CASE PIC PIC PIC ) PIC CASE �� I I - o Master roc Qa•• Q '� h Bathroom SAUNA 3 y 4x6 POST f/ z �e 1 1 s• S I I ' O x' m z A/t BRACKET y� x g TILE 4.5'x7' 3'_r�Jt�" b'_19�ri 2'-5Y8" 4'-2�a" 3'-23/4" 5'-llg/4" Z'-13/4" 3'-10 " o 24'EXEMPT f/ i4iU I _ COVERED AREA, Q 1 1 Fo er 1 ® MP.SURF.CALC. s ' " e LINE OF FLOOR ABOVE N Side Deck 1 1 I 3 -17jy 20Ye 3 -0 3 0 3 0 3 0 3 0 3 0 20� 3 1/e I I 5'-t>�° 6'- " Q See M er i. o 1 1 I TILE WALL MOUNTED �' l I I 0 = 2 -10 5 -I \y9 i�t VENTING INSTANT W HE PER 01 OGNP.DECK I CA 0 I 11 -5 I iai4 30'-0 I _ Bedroice/om 2 9•" )ry I = - Q IRC SECTION I A I I I-- - ---- --- I I I BARN NUTONE TILE o Q M l801.1 &G2401.1, Q U_ 1 _ 1 I ( 1 I I I QT-80 VENTING PER MFG SPECS x a I v I = I 3/Ox6/8 EXT w/ o- I I I I I SHOWER �N I I I I I I G 4.5'x5' 14"SIDELITE & _ II THRU-WALL TRANSOM Q Q Garage I z Storage I I I I I I I FRESH AIR VENT � � - 1 Front Porch t .r �TES - -- - - - I I I L_ - --- - OBSc EXF.AGO.CONC. I 0 LL- - - -- - - - -- -- - -�- - - - - - - _ _ _ _ _ _ FLAT N I I r L- - -- -- -- - - -- - - -� = 2/Ox20 L - - J I I I PIC I EGRESS I 7'SLOPE L =- --__ 1 STEP 3/Ox6/8 EXT I _ w/Y"LITE& = I I 6/Ox6/0 XOX _ 1 1 LOFT FLOOR PLAN I C TD 24"@ TOP - - - -- - GARAGE SEPARATION TO BE 18' VENT y a N -I - - - - -I - --- �► - )�'GWB@WOOD WALLS 2 E o 0 H - FRAMING & 1-LAYER OF 2 - 8 - o ff c o o c SCALE : Ya" = I' m" C - -- -- --- - - --- - - �"TYPE"X"GWB ON CEILING. o ° FIRE TAPE ALL EDGES & P` o o �� o c 4g/e" PT 8x8 POST, Q U N CORNERS a o PER ENG 11 N d N (PER IRC R309.2) a Q ° .E GENERAL NOTES ELECTRICAL/MECHANICAL NOTES ELEC/MECH SYMBOLS Square Footages (1 OF 3) _ --- _ _ --- - c >= a S.F. 3ybn 2r_�n ,r_bn �' i''b° 1'-b" 1'-6"I I Q \ r 22x30I O p O N 6 o f O. FF 1. SEE ENGINEERS PLAN, DETAILS & 1. ALL SMOKE DETECTORS SHALL BE 110 VOLT Main Floor 1,623 I I ' I ATTIC I c L o a If SPECIFICATIONS AT THE END OF THE PLAN SET. WITH BATTERY BACKUP INTERCONNECT. EXHAUST FAN (PER PLAN) C _ `__ iv IGACCESS�I -5 E Loft Floor 442 _ 2. SQUASH BLOCKS (PER MANU.SPECS) 2. PROVIDE CARBON MONOXIDE OR ® CARBON MONOXIDE DETECTOR Total Finished 2,065 Q I I 9 U ox a ° E a a TO BE INSTALLED IN FLOOR FRAMING COMBINATION C/O&SMOKE DETECTOR iv ' 0-0 a = Oc 3 o c UNDER BEARING POINT LOADS. IN THE IMMEDIATE VICINITY OF EACH eD Garage 6gp - 4-_- - -- `' - - c E 'N ; a ® SMOKE DETECTOR C --- - 2-Car Q -oo o c N rn g o E SLEEPING AREA PER IRC315.1. Front Porch 28 Q ' o ° 6 a`) i 3. REFER TO FOUNDATION PLAN AND I I M Garage 011 C a c a rn a SITE PLAN FOR INFORMATION ON 3. KITCHEN EXHAUST FAN TO BE A MINIMUM r-f1 Side Deck w/Steps 182 I --- N coNc�TE c� 'Sa o = a� L)i ° a I-iJ THRU-WALL FRESH AIR VENT iv OF 100 CFM PER M1507.4 WA AMEND. Rear Deck w/Steps 324 �, C t_ _ a = SIDEWALKS AND DRIVEWAYS. ( ) --- a a o o (CONRACTOR TO VERIFY) 4. DIRECT VENT ALL FANS TO EXTERIOR. I ( U` a '� H a a N `p t 4. ALL METAL FASTENERS, HARDWARE, & EXHAUST TERMINATION POINTS MUST BE SPIRAL STAIR NOTES C I - - -- `r � ~ ° ` = ` ~ ` o LOCATED AT LEAST 3 FEET MINIMUM - -- - - - _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _ _ FLASHINGS THAT COME IN CONTACT FROM OPENINGS INTO THE BUILDING V � - -1 � - , PROJECT OWNER&MAILING ADDRESS: WITH PRESERVATIVE TREATED MATERIAL 1. SPIRAL STAIRS SHALL COMPLY w/ I I I (MUD SILL,TREATED PLYWOOD, DECK PER IRC M1502.3&M1506.2. _ ___ _ = I I I Malcolm & 20151RC R311.7.10.1 JOISTS &BEAMS, ETC.) MUST BE HOT 5• CONNECT WHOLE HOUSE FAN TO A 2. STAIR CLEAR WIDTH AT& BELOW THE I I Michelle McPhee DIPPED GALVANIZED OR STAINLESS STEEL. 24 HR.TIMER. HANDRAIL SHALL NOT BE LESS THAN 26". 9 I I I 2202Ana 41 st Street VERIFY WITH PRESERVED WOOD 6. WHOLE HOUSE VENTILATION SHALL BE Q 49�n 193/B" 9$221 WA MANUFACTURERS SPECIFICATIONS FOR PROVIDE THROUGH WHOLE-HOUSE 3. STAIR WALKLINE RADIUS SHALL NOT BE , ACCEPTABLE PRODUCTS &STANDARDS VENTILATION USING EXHAUST FANS PER GREATER THAN 24Yz'• I I BEFORE INSTALLATION. I I I I I CHECKED BY: SMA 20151RC WA AMEND M1507.3.4. 4. EACH TREAD SHALL HAVE A DEPTH OF NOT DRAWN BY: SMA 5. VERIFY ALL FLOOR COVERINGS AND LESS THAN 6Ya'@ THE WALKLINE. I I I I DESIGN BY: SMA PROJECT NO.: 201610,01 FLOORING BREAKS WITH OWNER. WHOLE HOUSE FAN SHALL HAVE 5. ALL TREADS SHALL BE IDENTICAL&THE RISE A MAX.SOUNDS RATING OF I WHEN THIS DRAWING SREPROD REPRODUCED AT 9/Ox8/0 OH D 9/Ox8/0 OHD ORIGINAL SCALE, THIS BAR=1 INCH 6. CABINETS AND COUNTERS PER CABINET 1.0 SONES& EFFICIENCY OF 0.35 SHALL NOT BE MORE THAN 9Y". I W/LITES w/LITES 1 INCH AN. VERIFY DIMENSIONS) WATTS/CFM. 6. HEADROOM SHALL NOT BE LESS THAN 6'-6". It2" 9'-0" 2'-0" 8. GAS APPLIANCE VENTING REQ'D PER 7. DOUBLE HELICAL SPRIRAL STAIR SYSTEM 11 11 IRC SECTION M1801.1 &G2401.1, SHALL BE INSTALLED PER MANUFACTURERS VENTING PER MFG SPECS DETAILS AND SPECIFICATION. 13'-0" V-011 2411 1'-0" 23'-011 00 Pefmif Set 12-29-16 PROVIDE THERMAL EXPANSION TANK AT 1 �ra I S NO. REVISION $$UE DATE: STRUCTURAL INFORMATION SHOWN ON HOT WATER HEATER. (AS REQ'D) �. QZe9k+n% {�fnn `( STRUCTURAL SHEETS & CALCULATIONS 10. WATER HEATER SHALL HAVE STRAPPING a Ar c�b ��'`J °� ) L AA 54'-0" TO INCLUDE BUT NOT LIMITED TO: PER IRc13o7.2 (AS REQ'D) 9 A-6 ^ _� SHEAR WALLS, HOLDOWNS, HARDWARE, /`� FOUNDATION, POSTS, KING STUDS, ETC. 11. PROVIDE PRESSURE RELIEF LINE PLUMBED MAIN FLOOR PLAN TO EXTERIOR. CZ r 1v,5f0 l/ UaewL4.r. (2e l ieF WCu�� = Permit aCCOrJc scALE : Y4° I'-m" Set Ma•��.�ae� Grtri t�l'rs 12-29-16 aC, s0y,6 DRAWING TITLE: 13'-0" AA 30'-011 1'-2" 9'-10" Foundation Plan 8x8 TRT POST w/ VA- SEE SITE PLAN & GEO-REPORT & Details 16"SONO TUBE&F3.0 CONC. PAD f/ REQ'D FOOTING DEPTHS, CONT.9"GRACE VYCOR SELF-ADHERED FLASHING PER S 1.0 (1 OF 4) 1 3' min. STEM WALL OVER WOOD WALL FRAMING WITH 1 CONT.26 ga.GALV.FLASHING BETWEEN CONC. TURN-DOWN AND BLDG. , I- TRT 4x10 (— CONTRACTOR TO COORDINATE 1 kr DISTANCE B/T T.O.S.&HOUSE F.F.L. I I I I #4 REBAR SLAB TIE-IN (DOWEL)@ 3G'O.C. I I I I I I I I I III I TRT 2x6 DECK JOISTS @ I I I I I I I I j l l l 9 STRUCTURAL INFORMATION SHOWN ON roul CHAMFER EDGE V CONC.SLAB w/FINISH & I I 1 I I I I I I I 16'o/c, SEE S1.0 I I I I I I I I STRUCTURAL SHEETS & CALCULATIONS OF CONC.SLAB REINFORCEMENT PER PLAN 1 TO INCLUDE BUT NOT LIMITED TO: DECK TO BE CONSTRUCTED �I I - IL- - - I II _ 1_1 _ L I I — — — �'II1_ — X°:12" F.F.L. PER ENGINEERING I JIL LJ� JI.L JIL �` ,� �I` JI`-JIL TR1i2x8LEDGER J IL DILL �L L )IL L- L ( FOUNDATION, POSTS, KING STUDSHEAR WALLS, HOLDOWNS, S, ETC. A L L E N SLOPE T.O.$. IL JI JIL '` I` ,,�I DESIGN &DRAFTING CxL ° °Qa v � 1 — — — I I _ SETH M. ALLEN (11) 8"xl6"FOUNDATION VENTS I r� TRT 2xl2 LEDGER 2 ( I 360.483.8530 GUTTER I �. a6endesign.draffing®gmail.com �.. �. A PER IRCR408.2, ( r -- A- - --- -- ---- - --- - - --- - -- - --- -5� - I ( P.O.Bo.732 ,TIGHT LINE'/ of l l _ Everson,WA 98247 z FlLTER /j//j a ��. ( 12"min.CLEAR f/ HOLDOWYP. I III I i III) I FOUNDATION NOTES FABRIC%� - ,Q -. SEE FNDN /� COMPACTED �'` II - DTLS F/ FILL k. Q I I 1 I 1. SEE ENGINEERS PLANS &SPECIFICATIONS FOR II WALL INFO -1 I 1 PROVIDE INTERMITENT DRAINAGE _ I I cn STRUCTURAL RELATED ITEMS. THE DESIGNERS PIPES THRU ALL CONT. FOOTINGS, Q L _ IJ FOUNDATION PLAN IS FOR DIMENSIONAL AND IRC I - �\/ CONTRACTOR TO VERIFY - I I O � RELATED INFORMATION ONLY. ` ° L fGA 4"x30" I I 4 C I 1 m 2. ALL METAL FASTENERS, HARDWARE, & FLASHINGS LV ACC 4'-10" 4'-10" 4'-10" 4'-10" 4'-10" 5'-10" - THAT COME IN CONTACT WITH PRESERVATIVE /� /� /� /i / WELL4"PERF.PIPE / / /V/�V/V/V/� --- - -- \ OGPERSTRUCT�AAA � � � � � � - - -- - w/GRAVEL FILL BEARING SOIL STRUC DECK JOISTS & BEAMS, ETC.) MUST BE NOT DIPPED PEER 1 I j, - -- 4x10 -- - - --- - -- - - - --- J I GALVANIZED OR STAINLESS STEEL. VERIFY WITH 1 f- -- - - ---- -- - -- 1 I-- - -- -- - DF#2 - - - - PRESERVED WOOD MANUFACTURERS 1 I a► --- ---�--- - -----8-- —� ', I SPECIFICATIONS FOR ACCEPTABLE PRODUCTS & III I I r -I it 1 STANDARDS BEFORE INSTALLATION. r A FRONT PORCH DETAIL 1 I I I F3.0 -� I I L 3. FOUNDATION DRAIN AND GUTTER TIGHT LINE N ~I DISCHARGE LOCATIONS, CONTAINMENT, AND A-4 SCALE : 3/a" I'-fD" I I I 11-7/8"TJI I10I-JOISTS 1' I ^ ' DISPERSAL SHALL BE APPROVED BY PUBLIC ` V @ 16"o/c 1 I 1 I WORKS STORMWATER ENGINEER. 13'-2s/4° I I 14'-8V4" 3'-14" 12'-6_/4" 1 III I 18 4. ALL CUT ENDS, NOTCHES,AND DRILLED HOLES IN Co PRESERVATIVE TREATED WOOD SHALL BE TREATED W O I I tlr_ I r- - , ( I TYP - IN THE FIELD IN ACCORDANCE WITH AWPA M4 I I N Crawl Space ® PER IRC R317.1.1 W �_ Ln 6 mil.VISQUEEN I ( F3.0 1 I DECK TO BE I I I O ® �- a1 CONSTRUCTED Z ^/ L_ _- -- _- -- In _J I // I I I I PER ENGINEERING CRAWL SPACE VENTILATIONS L.L N I \,( /- / / \\ in L i J di, 14'-0" 41-0" 2'-011 ZI III ( -- - - -- - - - - LBW --� '( DF#2 - -- - - BW -- - -- - - 1 1. GRAUSPAGEAREA 1b248F. W ~/� 0 0 1 1 .� ®---�- --B—- - -—H-- - - - - I 2. CRAWL SPACE AREA / 300 = L42 SF. �+ L -r --- -- - - - - -- ----- -- - - - - - J = OF VENT AREA REQUIRED. Cc, r n r u r " i n u r n r " r n n r 3. TYPICAL VENT SIZE • 16" X 8° X .15 4 "1131'4 4 -I 4 -) 4 -9 4 -10 4'- 4 -10 4 -I0 5 -9f'4 I 1 r -1 N (15% EFFICIENCY) • 0.61 OF. PER VENT, N ro I 1 SSEP 4. VENT AREA /0.61 - --5-VENTS. t /� ADD JST BW _ Q` z ` 4 1 J 5- -JI-VENTS SHOWN[ (SEE PLAN FOR v J '�- Q LOCATIONS.PLUMB W ' r Q w c0 _1 Q� `9 b. VENTS SHALL BE COVERED WITH CORR- O 1 i4 1 11 _i ¢ ip I `t OSION RESISTANT WIRE MESH W/ OPEN- ^^// o w l 1 I d -I r INCsB OF Vi" MAX n N I 14'-4kV 3'-M" 3'-5 " 13'-10�4" lq` 3'-10� ' Q` 3'-10�/4" Q 3'-10�4' 4 4'_90 11 _4n I 1 -- 1. VENTS LOCATED M RIM JOIST MUST BE _ = PERMANENTLY BAFFLED. ( _ - 4x10 _—_ _- - _TRT 2x 2 LEDGER__ -_ J 1 1 - in O I I t+r� r .. DF#2 - 9 S. VENTS F'LUCsB MUST BE PROVIDED. _ O - - - -r` - ---- -- -- ---- - - - BW (--I- - - - - - O J I Uj PT 4x4 POST w/ i 1 -- --I - N o - - I r S � 'v ^' U 18'k8"CONC. 1 I �� a eZ®i ` V 1 1 STRIP FOOTING 5 I 1 110 v �� Z A , PER 51.0,TYP. I ( 1 /_ / l �h ( V I II I II II S2.0 I I S2.0 I (ri — � � — S�° � d II 1 WII IIw I I � ate' I I 1 - - Q l - w I I I = In r I L � _ TRT x 2 LEDGER I - J r LSL PER E G ' � 1 II I I� 11 9Y2'TA110IJOIST I - -- - - , - 1 ADD JST @ 16"o/c I Porch Slab 1 I III tt -I- f/ PLUMB I f/ZERO CURB TRT LEDGER 1 I I TILE SHOWER LEDGER I 1 4'EXP. F. PER CONC. 4F# 1 _ _REINF. PER S 1.0 - -- -- -- DF#2 - - - - I- - FILL I Q I �_ �--- - i PERS3.0 I 1 1 IL -- -TRT LEDGER-- TRT 2x12 LAT y� - -- - - 1 - -- -- -- - �� LEDGER ��, I I- - - - - - - - F SLOPE I I 5 I 1 I '- - - - --- -- - - - ---I I — A — J II II o 1 ® I I — A 1 ° oh0F :5 O a oao® $ c 0S2.0 L _ J vo c 1 1 1 a c m o ¢ I 1 12 EXPANSION JOINT/ I o `m £ 0 a) v '� 1 I CRACK PREVENTION N E o o 0 o u ( ( PER CONTRACTOR I I o o o a 1 e I 1 Garage Slab I I c N N a r _1 4"CONCRETE SLAB 1 ( o a of 0 2 E I I REINFORCEMENT PER SLO 1 I 9 m_0 a/ o 0) o a a 6 mil VISQUEEN 1 ( N o o a (D b u E ?' 8x8 TRT POST w/ I 1 COMPACTED FILL PER S3.0 I 1 u '� o '� o o u 16"SONO TUBE & I 19 o o a) N F2.0 CONC.PAD I 1 I I t � } } t L o PER S1.O (1 OF 3) I I O I o - u ( PROJECT OWNER&MAILING ADDRESS: 1a N I I Malcolm & L J 1 1 TYP I I Michelle McPhee 1 I I I 2202 41 st Street Anacortes, WA 4%a" IS-Ya" I I I I 98221 Q I I GNW FOUNDATION 1 1 CHECKED BY: SMA _ _—_ PERDTL4/S1A ---- - --- -- DRAWN BY: SMA 1 I ( ( DESIGN BY: SMA ( ( PROJECT NO.: 201670-01 CUT NOTCH IN STEM WALL 0 CUT NOTCH IN STEM WALL WHEN THIS DRAWING IS REPRODUCED AT f/CONC. TO PASS OVER f/CONC.SLAB TO PASS OVER -- - - I ORIGINAL SCALE, THIS BAR INCH 1 - ' - 11NCH II'-10�t" 9i_3n 9n 9i_3n 1'-10�n — I I 241- l'_0° 23'-011 00 Pertnil Set I2-29-16 NO. REVISION SSUE DATE: AA A-4 FOUNDATION PLAN Permit SCALE : Ya" = I'-m" Set 12-29-16 DRAWING TITLE: Roof Plan, Mono Overhang IS, AA ATTIC VENTILATION - REAR DECK STRUCTURAL INFORMATION SHOWN ON Roof Bracket Dtls. 24" REQUIRED VENTING AREA: A-6 STRUCTURAL SHEETS & CALCULATIONS 1/I50 OF AT8C AREA or 11300 w/40-50%0 MAX.36'SELOW TOP TO INCLUDE BUT NOT LIMITED TO: PT 8x8 POST (i OF 4) IYP,SAVE VIEW 2.0'DIA.HOLES=3.14 Q IN. FREE VENT AREA=3.14 x.65=2.041 SQ IN. SHEAR WALLS, HOLDOWNS, HARDWARE, 3 HOLES PER RAFTER BAY=3 x E041=6.123 SQ IN. - ROOF VENTS=50 SQ.IN FOUNDATION, POSTS, KING STUDS, ETC. ATTIC VENTILATION - DORMERS ATTIC VENTILATION - UPPER SIDE � REQ'D VENTILATION AREA: 144 x 251 SF SQ IN. � REQUIRED VENTING AREA: REQUIRED VENTING AREA: - 8X BEAM PROVIDED 1/150 OF ATTIC AREA or 1/3D0 w/40-50%@ MAX.36'BELOW TOP 1/150 OF ATTIC AREA W 1/3W w/40-50%@ MAX.36"BELOW TOP '®-- ��- -®----- AT EAVE: TYP.EAVE VENT 2.0'DIA.HOLES=3.14 SQ IN. TYP.EAVE VENT 2.0"DIA,HOLES=3.14 SQ IN. -- - I BIRD BIOCKING@BOT : 110 6.123 SQ IN EACH=67 SQ IN. FREE VENT AREA=3.14 x.65=2.041 SQ IN. FREE VENTAREA=3.14x.65=2.D41 SOIN. I I ABOVE LOWER EAVE: ROOF FRAMING NOTES 3 HOLES PER RAFTER RAY=3 x 2.041=6.123 SQ IN. 3 HOLES PER RAFTER BAY=3 x 2.041=6.123 SO IN. ROOF2WALL VENT @ TOP:22 LF @ 6.75 SQ IN.PER LF-149 SQ IN. ROOF VENTS=50 Q.IN ROOF VENTS=50 SQ.IN I I (COR-A-VENT TYPE OR EQUIV.) REQ'D VENTILATION AREA:I/300 x 144x 637 SF=306 SQ IN. REQ'D VENMATION AREA:1=x 144 x 284 SF=137 SQ IN. I ___ ENG MONO-TRUSSES - 1 1. METAL PANEL ROOFING � @ 24"O/C TOTAL PROVIDED:505 SQ IN. rlA) PROVIDED PROVIDED I I I a. METAL ROOFING BRAND &SERIES A L L E N HANG HEADER I I SHALL BE SELECTED FOR USE ADJACENT TO AT EAVE: ATEnvE: HANG HEADER DESIGN &DRAFTING BIRD BLOCKING @ BOT : 22 @ 6.123 SQ IN EACH=134 SQ IN. BIRD BLOCKING @ BOT : 4 @ 6.123 SQ IN EACH=25 SQ IN. TO BEAM, 4X4 POST 4x4 POST ABOVE LOWER EAVE: ABOVE LOWER EAVE: I TO BEAM, PER ENG A MARINE ENVIRONMENT. SETH M. ALLEN RIDGE VENT @ TOP: 22 UP@ 12.0 SQ IN.PER LF MIN. =264 SO IN. RIDGE VENT@ TOP: 8 UP 12.0 SQ IN.PER LF MIN. =96 SQ IN. PER ENG _ --�- BEAM ON TOP OF WALL b. MATERIALS AND METHODS PER 360.483.8530 (COR-A-VENT TYPE OR EQUIV.) (COR-A-VENT TYPE OR EQUIV.) aNen.designng@gmW.com MANUFACTURERS INSTRUCTIONS P.O.O.Box 732 TOTAL PROVIDED:398 SQ IN. TOTAL PROVIDED:121 SQ IN.(OPEN TO REAR DECK ATTIC) Everson.WA 98247 r 14"TJI 210/230 1-JOISTS c. UNDERLAYMENT PER MANUFACTURERS 3:12 1 @ 16724"o/c 3:12 REQUIREMENTS FOR WARRANTY. I DESIGNER RECOMMENDS GRACE ICE& II II ROOF TO WALL VENT II II WATER SHIELD INSTALLED PER 1 MANUFACTURERS INSTRUCTIONS, OR SIM. - - - - - = _- d. FLASHING PER MANUFACTURERS \ / \ (3)TP / REQUIREMENTS FOR WARRANTY. 2. ROOF UNDERLAYMENT w w \\ // w a. SEE DESIGNERS RECOMMENDATION FOR HANGER PER PLAN ___ HDR _ ( � \ / I I \ / I UNDERLAYMENT TYPE ABOVE. OSB RIM JOIST I /x x\ o ( b. IF FELT IS USED,THEN FOLLOW IRC TABLE TOE NAIL 1 v, / \ u, t 1n / \ in PER PLAN J J J J R905.1.1(1). SEE BELOW FOR ROOFS OR MIN. HARDWARE * LESS THAN A 4:12 FOR INSTALLATION 1 9,12 J // \\ J 3:12 J // \\ J 9:12 REQUIREMENTS. ^' 3:12 // \\ // \\ - - c. UNDERLAYMENT SHALL HAVE TWO LAYERS ` `) _ APPLIED IN THE FOLLOWING MANNER: N II II II II APPLY A 19"STRIP PARALLEL TO AND M II II II II STARTING @ THE EAVES. STARTING AT THE ui W EAVE,APPLY 36"WIDE SHEETS WITH AN ui PPS 2x8 FASCIA BOARD ENG MONO-TRUSSES 14"TJI 210/230 I-JOISTS OVERLAP OF 19". r l /1. w/ 2x6 SPF BACKER @ 24°o/c o @ 16"/24'o/c v V 2. TRUSSES TO BE ENGINEERED&CHECKED BY Lu CONT. STRIP SOFFIT VENT, TRUSS MFG. &CONTRACTOR BEFORE 2 _0„ PER PLAN 51f min.RIDGE VENT 11 19:12 m INSTALLATION. z SOFFIT 3. ROOF PITCH TO BE AS NOTED PER \ 9:12 ELEVATION PLANS W > \\ 3 L TAILS & BLE END OVERHANGS Q V) O BE PER PLAN > T F - - 4. PLACING OF HIP &GIRDER TRUSSES BY m - 14"TJI 210/230 I-JOISTS ENG MONO-TRUSSES 14"TJI 210/230 I-JOISTS TRUSS MANUFACTURER ' h m Q @ 16724"o/c @ 24"o/c I @ 16"/24"o/c A MONO TRUSS OVERHANG r 5. USESIMPSONU- STRUCTTSTOHANGTRUSSES +- HLu n TO SUPPORTING STRUCTURE UJ O W a ¢ u 7. HATCHED AREAS TO BE STICK FRAMED :12 3:12 O v o A OR TRUSSES PROVICED,SEE STRUCTURAL C14 p A-5 t 8. H-CLIPS PER STRUCTURAL SHEETS ry O > w ROOF�!; 9. BEAM BEARING POINTS SHALL BE (3) STUDS > O BELOW UNLESS OTHERWISE NOTED. (6)2„DIAL HOLES (6)2"DIA.HOLES 10. ALL METAL FASTENERS, HARDWARE, & FLASHINGS W O ` a f/VENTING f!VENTING BOOFK TPPORT THAT COME IN CONTACT WITH PRESERVATIVE TREATED MATERIAL (MUD SILL,TREATED 4-of (3)TP,SEE ENG _ _ SEE Dtl B/A-5 Z i PLYWOOD, DECK JOISTS & BEAMS, ETC.) MUST BE -_ HOT DIPPED GALVANIZED OR STAINLESS STEEL. ROOF TO WALL VENT VERIFY WITH PRESERVED WOOD MANUFACTURERS SHOWN f/ REF. ONLY, BRACKET TOP TO o I SPECIFICATIONS FOR ACCEPTABLE PRODUCTS & ACTUAL VARIES b/c OF HIP ANGLE SCREWS STANDARDS BEFORE INSTALLATION. Z INVERTED HANGER _ 1 = 11. CONTRACTOR SHALL VERIFY THAT THERE ARE (UPSIDE DOW > l x APPROX. 12'Sd8"VENTILATION OPENINGS BETWEEN 3�2 /// ATTIC SPACES I^HOVERFILL SHEATHING CONT. STRI SEPARATING THEM BRACKET PLATE TO SOFFIT VENT, HDR 1- -m TOP SCREWS PER PLAN _ z 12. CONTRACTOR SHALL VERIFY THAT THERE ARE ENG MONO-TRUSSES > 1 ACCESS OPENINGS BETWEEN ATTIC SPACES -- w WHERE OVERFILL SHEATHING SEPARATES THE 4x6 TOP OF BRACKET @ 24 o/c o SPACES. 8x8 ` 13. SEE ENGINEERS PLANS &SPECIFICATIONS HDR (POCKET) w FOR STRUCTURAL AT END OF THE PLAN SET. - ---- �- ' _�- HDR " . L-i-_III C_ HDR _ 1 o 7 6 u m o 2x4 BLK SOFFIT 2x6 BRACKET PPS 2x8 FASCIA a 1 o o ` `o o -C O III PLATE 2x6 SPF BACKER2 ° aa) a o ATTIC VENTILATION - LOWER � _ _ _ _ _ _ _ - _ _ _ _ _ _ - 08 a - U - - - 0-a .- c o III - - - - - - - - - - - - - - ✓ w ccm cola REQUIRED VENTING AREA: 1 I p < OC O U >T� w I/150 OF ATTIC AREA or I/300 w/40-50%@MAX.36"BELOW TOP - 2 _ t O C O 0 O. L Cr FREE VENT AVE RE 2-C.1DIA.HOLES =3 SQMIN C - - - - - - - C F 0 (D O a) a)yQ� 3 HOLES PER RAFTER BAY=3x 2.041=6.123 SQ IN. 1 22X30 p E -O .a C3 1 I ROOF VENTS=50 SQ.IN ( ATTIC ¢ �) C C O - C j REQ'D VENTILATION AREA:1/300z 144 x 622 SF=299 SQ IN. �� _ _ = J \ _ _ _ _ _ LA SS C N 4) y aC PROVIDED O O C •a OO 's E r 1 1= a)a OT a aB o U al AT EAVE a N C C C u, C 1- a a a BIRD BLOCKING@ BOT : 33@6.123SQINEACH=202SQIN. C _ _ _ V _ - _ _ _ -u OU 15 'a U E T BRACKET ANGLE ABOVE LOWER EAVE N a :3 > 0 'S .0 o - iJ III 410 w/ ARCH CUT IN, ROOF2WALL VENT @ TOP: 30LF@6.75SQ IN,PER UP 351SQIN. -O .Q t 9 U a a COR-A-VENT TYPE OR EQUIV.) r O H U 5.5" min. DEPTH TOTALPRQVIDED:553 SQ IN C - - - - _ _ _ _ G,(4j � ��i t C C L N ICI I BRACKET PLATE TO ANGLE 1= c`� ��F` PROJECT OWNER&MAILING ADDRESS: SCREWS PT 8x8 POST (1 OF 3) c 1 - - - - - - - 6� stir ATTIC VENTILATION - GARAGE Miicicolm & helle McPhee II sf BRACKET PLATE TO POST s E_ t - - - _ _ _ _ AnOacoirtest WA _ REQUIRED VENTING AREA: SCREWS (1 of 3) ' ENG TRUSSES I/150OF ATTIC AREA or1/300w/4050%@ MAX.36'BELOW TOP 98221 TYP.EAVE VENT 2.0'DIA.HOLES=3.14 SQ IN. @ 24"O/C FREE VENT AREA=3.14 x AS=2.041 SQ IN. POST IN � 3 HOLES PER RARER BAY=3 x 2.041=6.123 SQ IN. 2x6 WALL 1� 3:12 ROOF VENTS-50 SQ.IN CHECKED BY: SMA .3 -A$ 2'-0 I DRAWN BY: SMA REQ'D VENTILATION AREA:1/300 x 144 x 727 SF-349 SO IN. DESIGN BY: SMA A[II A[n I PROVIDED PROJECT NO: 201610-0I AT EAVE. WHEN THIS DRAWING IS REPRODUCED AT BIRD BLOCKING @ BOT : 34 @ 6.123 SO IN EACH=208 SQ IN. ORIG ORIGINAL SCALD INCH 412 CONT.BEAM STRIP VENT @ COVD DECK:)I II @ 8.5 SQ IN PER R = 93 SO IN. L T INCH L ---- - - ABOVE LOWER EAVE: - AA RIDGE VENT @ TOP:17 LF @ 12.0 SO IN.PER LF MIN. -204 SQ IN. R-A VENT OR A_6 OTALP OVIDEDE )505 SQ IN.TO 00 Pe„TRt Set 12-29-16 NOA REVISION SSUE DATE: B ROOF SUPPORT BRACKET DETAIL ROOF PLAN SCALE = Y4" - 1'-0" /Q�-5 Permit Set 12-29-16 DRAWING TITLE: Building Section, Typical Wall Detail STRUCTURAL INFORMATION SHOWN ON & WSEC Information STRUCTURAL SHEETS & CALCULATIONS TO INCLUDE BUT NOT LIMITED TO: SHEAR WALLS, HOLDOWNS, HARDWARE, PER ENG.TRUSSES@ FOUNDATION, POSTS, KING STUDS, ETC. 24"O.C. 7/16"OSB SHEATHING W/8d COMMONS @ 6"O.C. PLAN PLY.PANEL EDGES, IZ'O.C.ALL INTERMEDIATE FRAMING MEMBERS 1"NAIL PENETRATION INTO TRUSSES MIN.REQUIRED. LEAVE-"SPACE AT ALL PANEL END&EDGE JOINTS TO ALLOW FOR PANEL EXPANSION. METAL ROOFING&GRACE MEMBRANE UNDERLAYMENT [e,041 INSULATION BAFFLE A L L E N DESIGN &DRAFTING BLOCKING PER STRUCT. SETH M.ALLEN VENTED BIRD BLOCKING 360.483.8530 clen.design.draffingOgmdl.com P.O.Box Everson,WA 98 98247 m �m r R-38INSULATION w/ Y'S/R LID& APPROVED VAPOR BARRIER H-TIES @ EVERY TRUSS, PER ENGINEER PRE-PRIMED SPRUCE FASCIA W/CONT.ALUM.GUTTER %6'OSB SHEATHING NAILED PER SHEAR WALL SCHEDULE. - LEAVEY'SPACE AT ALL PANEL END &EDGE JOINTS TO METAL PANEL ROOFING ALLOW FOR PANEL GRACE ICE& WATER SHIELD EXPANSION. Y2'OSB SHEATHING N ENG.TRUSSES @ 24"o/c SHEAR WALLS TO BE NAILED R-49 INSULATION PER SHEAR WALL SCHEDULE, 12 R-$/R LID CN LOCATED ON STRUCTURAL 3 �' '' `• © 3 SHEETS OR IN CALCs. ` VAPOR BARRIER PAINTto W n/1 APPROVED MOISTURE BARRIER W �J i� - TRUSS HEEL_ _ _ _ _ _ — — — — _ — — _ �'' 9 �`. METAL PANEL ROOFING - 2x6 @ 16'O.C.WALLS R-21 BATT INSULATION `—r TP LOFT 12 GRACE ICE&WATER SHIELD Uj Y" _ _ _ _ _ _ _ _ _ _ _ _ _ _S/R INT.COVER Y2'OSB SHEATHING / APPROVED VAPOR BARRIER �'� � ENG.TRUSSES @ 24"o/c (OVERFRAME) z rV `I METAL PANEL ROOFING Y2'OSB SHEATHING GRACE ICE&WATER SHIELD 14"1-JOIST RAFTER @ 24"o/c W �— Y"OSBSHEATHING SLOPED CEILING R-38INSULATION ENG.TRUSSES @ 24"O/c BEYOND, EA. SIDE Y"S/R LID Q V) R-49INSULATION VAPOR BARRIER PAINT Y,"T&G SHEATHING W/8d NAILS @ 6"O.C.PLY. PANEL Y"$/R LID Ya'T&G SHEATHING �` 14"I-JOISTS @ 16" /c EDGES, 12"O.C.ALL INTERMEDIATE FRAMING VAPOR BARRIER PAINT t 'MEMBERS 1"NAIL PENETRATION INTO JOISTS MIN. 3 Y8 $/R oLID -1`--'J 3 ♦ /'1 v^) REQUIRED �+ R0 "EEL Loft Space W FLOOR JOISTS PER PLAN _ FFL LOFT LU O — �--' — III ,_-- 9 MAIN _ 12 ry EXTERIOR SIDING MOISTURE BARRIER CO Y'OSB SHEATHING TOP OF STEM WALL I-'�`---- 2x6 STUDS @ 16'o/c O 2015 WSEC NOTES - — — — — — — — - R-21 INSULATION ( , 7BATfTION p� Y2 $/R 1Y'LIGHT WEIGHT CONCRETE (RADIANT) NJ. SLOPE GRADE VAPOR BARRIER PAINT Y' T&G SHEATHING aT1. CODE COMPLIANCE TO BE BY PERSCRIPTIVE 2x6 TRT.SILL& ER w/ ^' PATH. A.B.,PER SHEAR WALL SCHEDULE \/ \� \/ \/ 'i. 1 1 Y8'I-JOISTS @ 16'O/C • ..-. ` N1 //\ R-38 BATT INSULATION 2. FRAMING SHALL BE PER R402: \// / \FILTER FABRIC Office/ Coat Covered NTERMEDIATE FRAMING TO BE USED. EXTERIOR STEM WALL \ \\// /\\//\\// Bedroom 2 Closet Great Room Deck Z CORNERS SHALL ALLOW FOR FULL INSULATION. PER PLAN \4"TIGHT LINE FFLMAIN INTERIOR/EXTERIOR WALL INTERSECTIONS Emil.VISQUEEN \///\�('\ \ SFj orsTEMJ� Q SHALL ALLOW FOR FULL INSULATION. — — ` V PERF.LINE , „ i\//\//�//\ — — — — _ HEADERS SHALL BE INSULATED TO A VALUE OF //�\// \//„ 2 -0 mfn. EMBED \jj\\j///// — - — — — — — — — \ \ \ w/ SETBACK . 35 \ \\ \\ •�. b mil VISQUEEN,TYP. — — — — — — — — — — — - R-10, UNLESS STRUCTURAL REQUIRES A HEADER \/\ Crawl Space GREATER THAN 3Y'IN WIDTH. \\\\\\\\\\ \\\ \\/\\\\\\\\\\\\\\\\\\/\\\\\\\\\\\\\\\\\\\\\/\\�\\\/ f/ SLOPE \//\\\// r', ;;:� \ 2 // / / /\ ,. \ E 1 3. REVIEW CHAPTER R402 OF THE WSEC FOR AIR LEAKAGE &MOISTURE CONTROL REQUIREMENTS. \ma 4. BLOWER DOOR TEST SHALL BE REQUIRED PER N W 9 CHAPTER R402 OF THE WSEC. 3.0 AIR EXCHANGE gg T Y P . WALL D E T A I L AA SECT ION RIM PER HOUR MAXIMUM REQUIRED FOR CREDIT 7C OPTION IaSELECTED. A-6 SCALE : 3/4" 1'-0" A 6 SCALE 3(6° = 1'-0° E �, N 5. HVAC SHALL BE INSTALLED PER CHAPTER R403 OF m ITT ° 2 E o o a THE WSEC. N@ 3 Q p `c `o p a 6. DUCT TESTING SHALL BE PERFORMED PER ,, o' o o C ° 'o C o CHAPTER R403 OF THE WSEC UNLESS EXCEPTIONS �1 7C m 'D `o 0) ° o o a ARE MET. ttl s i a ID a) a) 6 (Da c v 7. PLUMBING R403 OF THE REQUIREMENTS SHALL BE PER CHAPTER W0 U o a a a) 5 .o a a 8. LIGHTING SHALL BE PER CHAPTER R404 .ac T � n a — a) a) U OF THE WSEC. o 0 o a a 9. A MINIMUM OF 75%PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE o o c a rn `o o f HIGH-EFFICACY LAMPS PER R404.1 ma Q rn N a U a s 10. VERIFY CREDIT OPTIONS SELECTED WITH o a u o =a o a a E a ATTACHED WORKSHEET PER R406 a) a £ Q a) a e aT ' Boa (D C - ENERGY CREDIT SELECTION PROJECT OWNER&MAILING ADDRESS: Malcolm & MEDIUM DWELLING UNIT: 3.5 CREDITS REQUIRED Michelle McPhee HIGH EFFICIENCY HVAC 3a OPTION SELECTED 2202 41 st Street BOILER WITH AN min.AFUE OF 92% Anacortes, WA -CREDITS= 1.0 98221 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM CHECKED BY: SMA ALL HEATING&COOLING EQUIPMENT INSTALLED DRAWN BY: $MA WITHIN CONDITIONED SPACE PROJECT NO.: 201610-01 DESIGN BY: MA -CREDITS= 1.0 WHEN THIS DRAWING IS REPRODUCED AT ORIGINAL SCALE, THIS BAR=IINCH EFFICIENT WATER HEATING 5c OPTION SELECTED WATER HEATER w/ min. EF=0.91 1 INCH -CREDITS= 1.5 MECHANICAL/ELECTRICAL EQUIPMENT 00 Perm f Set 12-29-16 TYPE MANUFACTURER MODEL # EFFICIENCY BTU/h COMBUSTION AIR JOTHER NO. REVISION/ISSUE DATE: WHOLE HOUSE FAN Any 110 CFM/24HR TIMER MAX 0.35 WATTS/CFM MAX.SOUND RATING OF 1.0 SONES. IN-FLOOR RADIANT BOILER Any 92%min AFUE Contractor to provide information TANKLESS WATER HEATER Any EF=0.91 min. Contractor may subsitute with 'like'equipment. A 6 'Equivalent equipment may be used as long as it conforms to energy code requirements. Contractor to coordinate changes. Permit Set 12-29-16 FOOTING SCHEDULE LEGEND FOOTING MARK SIZE REINFORCING BOTTOM BARS BW NOTE: F2.0 2'-0"x 2'-0"x 10" (3) #4 E.W. BEARING WALL ALL FOUNDATION VENTS AND CRAWLSPACE OPENINGS # / N TO BE NO CLOSER THAN 12" TO ANY HOLD-DOWNS F3.0 3'-0"x 3`-0"x 12° 4 ® 8" 0 C E.W. SW tip SHEARWALLS 2x6 OVERFRAMING W 4 S2.0 12" SONOTUBE ON CONC. O WOOD FRAME WALL TYP. [� CONCRETE WALL W PAD PER SCHEDULE _ — — Z PT 400 W/ CONCRETE FOOTING PT 410 W/ HUC41($iANGERS �{U R _ PT 4x10 W/ HUC410LiANGERS — _ — — — — — — — LINE OF FLOOR ABOVE � � WOOD BEAM, GLULAM BEAM (GLB) ® z I I I I I I I I I I I I I 1 W PT z8 � iS® 1 0/C W/ 28Z � IED � RAFTER OR WOOD ENG. TRUSS � N � L FLOOR JOISTS - - i ROOF OUTLINE Ir il-' Il-- J L J L J L J L ® BEARING POINT — — — — — -., — — — SEE DETAILS i-4/S2.1 ' JL Jl JL JL Jl JL JL JL JL JL JL Jl JL JL JL JL JL SEE DETAILS 1-4/S2.1I I FOR WSW PANEL {' r �r r �r r r �r �r r r r r Hir i t i t �� it i t �r �r -i �r 0 BEARING POINT FROM ABOVE FOR WSW PANEL r I I PLY & NAILING PER SW SCHED. (FTF) FLOOR-TO-FLOOR CONNECTION EDGE NAILING PER SW SCHED: Yx" GAP AT ALL FLOORS TYP. 0 0 (FTB) FLOOR—TO—BEAM CONNECTION Ft WALLS PER GRADE & BEAR FOOTING I ` o I M 4 PT 2x SILL PLATE, RIP TO I I SSTB16 A.B. 2x LEDGER W/ (2) SDS Ya"x3h" OR FLOOR JOIST OR SOLID ER GEOTECH RECOMMENDATIONS. USE Sz i 0 , " � S2.1 MATCH STEMWALL WIDTH, LEDGERLOK LL358 SCREWS � i6 O.C. BLOCKING FOR 2 JOIST BAYS. DETAIL 8/S2.1 WHEN H > 3-0 I I i W� I I I ITS1.81/11.88 HANGERS I I I I I STANDARD LAGS NOT ALLOWED USE WEB FILLER FOR I-JOISTS SW-A REGULAR SHEARWALL 1 ' . 1 SSTB)6 A•B. I { . I I f? � I ( I I I I I I I I PER MANUFACTURER SPECS. XX-YY W � 1 �' U S2.0 I iE BLOCKING REQUIRED AT ALL I BEAMS AND BEARING WALLS 6 10 I I DECK JOIST SW-B SHEARWALL W/ LOADS TRANSFER O S2.0 XX'-YY' AROUND OPENINGS _ I I I 1 SIMPSON DTT2Z OR EQUIV. TENSION 1 ' ' I_ TIES W/ 1 ' ATR AT EACH END OF `�'� N 4x10 DF #2 W/ PT 4x4 POSTS 5'-0 0/C 1 (� DECK WHEN NOT SELF-SUPPORTED � I TT S2.0 I i S5�8'T0 Pe FOUNDATION PER PLAN I , I I I I I I I r" F F ® T 1 STEP WALLS PER GRADE & BEAR FOOTING 1 1 1 -0" w_ 11�" TJI 110 0 i6" O/C I I I I ( I { PER GEOTECH RECOMMENDATIONS. USE 1 DECK LEDGER CONNECTIONS (MAX. 10 FT JOIST SPAN) DETAIL 8/S2.1 WHEN H > 3'-0 51.0 SCALE: NTS TB76 II x F .0 I SIMPSON PC/EPC BEAM PER PLAN N A B. POST CAP PER PLAN (n � II I TYP, LONGITUDINAL I I I I I I I I I I 1 1 I ® I LAP SPLICE REINFORCING f� = 2,500 PSI T` ' PT POST PER PLAN + �x10 DF�J2 PT�z4S®��0/(`� I " I ( I L - I I P MIN. 24 BAR DIA. f ' - 40,000 PSI O � — __,_ , Q I I I I_ I t I I i I SPLICE ALL LONGITUDINAL BARS r — 6" EDGE TO POST � � Q 4x10 #2�PT 4x4 POSTS ® 5—0 0� OF SAME SIZE AND s+, •V CV I� T I BARS I I I i L� — — _ G36DDIA. tz- 1 N F 17 36 DIA, SIMPSON POST BASE PER PLAN � I Q P I I I 1 S I I I I I I I I 1'-6" I I 1 �� ~I I I I PT 2x SILL PLATE, RIP TQ I C � SOO PER PLAN ° BLOCKING REQUIRED AT BEARING I I MATCH STEMWALL WIDTH, I I I,o Tti�POJ F.G. PER ARCH I I I (WALL & STAIR STRINGERS ABOVE 5 ITSi.81/11.88 HANGERS I C �1 Fl QG TYP, LONGITUDINAL z I ^ I I I `x I 71) I REINFORCING (2) #4 CONT. S2.0 I C SS�7 I I I MAX. SLOPE = 2H:1V X TOP & BOTTOM — — — L— J_ I— J R I I 14x10 DF #2. W/ PT 4x4 POSTS ® 5'-0" 0/C. i I. L�J L L IC 6 qB l _oil I _ - J - - - - m m m I II H + 6" e I " ¢ I C S B A•B• c� _ I I i 1 I I i I NI I I ILj _F1 2 TYPICAL STEPPED FOOTING 3 FOOTING REINFORCEMENT AT PATIO21 1 JJ I 1 I I N I I I I ( PT 2x SILL PLATE, RIP TO I C —� �mJ 51.0 SCALE: NTS 51.0 SCALE: NTS IMATCH STEMWALL WIDTH, �—I IS1.81/11.88 HANGERS 1.55E LSL I I �L JIL X �— O —N EXTENT OF HEADER I GL ICI_— _ FASTEN TOP PLATE TO HEADER W/ (2) ROWS OF 16d SINKER NAILS ® 3 O.C., TYP. A UNDER SHOWER I I C HEADER PER PLAN, MIN. 3Y"x 11Ya", NET MSTC28 STRAP W/ ROWS OF i6d NAILS fill 4x10 DF #2 W PT 4x4 POSTS ® 5'-0" 0 C 24 D.C., STAGGERED HEADER IF REQUIRED 1 ( 8d NAIL AT 6 O C IN J L SHEATHING FILLER TO " J —IL ALL PANEL EDGES NOT PORTAL FRAME 1 '— — _ — I I FASTEN SHEATHING TO HEADER O WALL SEGMENT, TYP. S2.0 I I I WITH 8d (21z"x 0.113" SINKERS @ OF O6d PART OF PORTAL FRAME o COMMON OR GALVANIZED BOX NAILS IN 3" GRID TYPICAL PATTERN, TYP. �g PORTAL FRAME msza� CONSTRUCTION TWO ROWS OF i6d NAILS ���� F2.0 F2.0 B B ` 'a PER PLAN ® 6" O.C., STAGGERED �< � PT 2x SILL PLATE, RIP TO GARAGESECTIONyw g�N= gg 2x STUDS PER F PANEL SPLICE IS B—B, PLAN VIEW €o <s@< MATCH STEMWALL WIDTH, 7 I I a (PLAN MIN 2 2x4 NEEDED, PANEL EDGES O SHALL BE BLOCKED, AND (TYP. CORNER DETAIL) ITS1.81/11.88 HANGERS I " wt �no I a 4" CONC. SLAB W/ 6x6 " i OCCUR WITHIN 24 OF F Y� ; W1,4xW1.4 W.W.F. OVER 4 S20 K FASTEN SHEATHING TO ALL FRAMING � �'� y MEMBERS (STUDS, BLCKG, SILL MID-HEIGHT. ONE ROW OF �{y wpWw COMPACTED FILL SAND I I BMW E TYP. SHEATHING-TO z " PLATE, ETC. WITH 8d 2Yz"x 0.113" 2x DF-L OR SP FRAMING, TYP, g of � 1 -6 „) ( ) -FRAMING NAILING IS abEtt7, � NAILS ® 3 0/C, TYP. REQ�D. IF 2x6 BLOCKING FOR GARAGE FRONT WALL z$Em PEW rife" MIN. APA RATED WOOD IS USED, THE 2x6s MUST STRUCTURAL PANEL SHEATHING BE BE NAILED AI EDNTO STRUCTURAL W/ IN. ALAPANE-RATED SHEOATHING Ya"x3°x3" PLATE WASHER (2) #4 BARS A I I HOLD-DOWNS PER PLAN �O ( I I I 111 0) %"0 A.B. W/ 7" MIN. EMBEDMENT FIN. G.L. FIN. G.L. FIN. G.L. F2.0 I I a #5 ® 10" O/C W/ 6" HOOK IN FTG. d (i) #4 BAR, N 66 o 12" BELOW TOP BARS DRAN A BY: RAL EQ. 8" EQ. (2) #4 CONT. AT BOTTOM CHEC ED BY: RAL L— — — — — — — �— DATE: iz 2s 01 JOB NUMBER: 16352352 REVISION: FRONT ELEVATION SECTION A—A FOUNDATION PLAN 4 GARAGE NARROW WALL (GNW) CONSTRUCTION DETAIL THIS DOCUMENT, OF OUR PROFESSIONAL ESSIONPLANS, LDESIGNSRACE A D THIS ONS IS AN INSTRUMENT Of OUR PROFESSONAL SFRWCE AND THIS SCALE: 1/4" = 1'-0" DOCUMENT SHALL REMAIN THE PROPERTY OF JONES ENCINEERS, INC S1.0 SCALE: NTS WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-TME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED sloo HEREON. ANY RE-USE OF THIS DOCUMENT,IN WHDLE OR IN PART, IS STRICTLY PROHIBITED 'MTHOUT WRITTEN PERMISSION. LEGEND 00 "J N o, BW � 77 11 BEARING WALL SW N o SHEARWALLS Q, - 2x6 OVERFRAMING W m O WOOD FRAME WALL W C CONCRETE WALL o - - - - CONCRETE FOOTING ? ❑ a ❑ ............ cc ❑ _ HANGER SCHEDULE - - - - - - - LINE OF FLOOR ABOVE 0 I MEMBER HANGER Z WOOD BEAM, GLULAM BEAM (GLB) L 14" TJI 210 IUS2.06/14 COHERED DfCK - W RAFTER OR WOOD ENG. TRUSS v) 1 "x14 LSL U14HU412 �pF GP SW-4 SW-4 O� OP - - FLOOR JOISTS 3Y"x14" LSl o+G�1. 1'-6" Q CONT. Wx16" 1.55E LVL, ABOVE WALL Q ROOF OUTLINE __ ® BEARING POINT 0 BEARING POINT FROM ABOVE 40 � a (FT) FLOOR-TO-Fl00R CONNECTION a LI NNG DINING = FTB 0 HDU2-SDS2.5 ( ) FLOOR-TO-BEAM CONNECTION O p V 0 REGULAR SHEARWALL � HDU2-SDS2:5 4 V) N o SW-g SHEARWALL W/ LOADS TRANSFER `"� O XX'-YY" AROUND OPENINGS Ui 0 N 3Y"x14" 1.55E LSL, FLUSH HDU -SDS2.5 WA SCHEDULE --��- r SHEARWALL S Q " N'I' 1 tJ2 3 4 05 6 9 MASTER BEDROOM = CAPACITY YY�� 1 LL SHEATHING 3' NOM. LOAD CONNECTION BTW. N lir, C4I o BRACED DESIGN/ALLOW # OF SIDES EDGE LUMBER? TRANSFER SOLE PLATE TO RIM BOARD, & ANCHOR BOLTS WALL LINE (PLF) (NOTES 1 & 5) NAILING (NOTE 3) (NOTE 4) HOLD-DOWNS CONNECTION TO TOP PLATES 8 RIM BOARD TO SILL PLATE (NOTE 8) '..� HDU2-SDS2.5 ` "} I I I ��© SW-1 E: 242 / 260 YIB" PLY 8dxO.113" NO NO HDU2 W/ SSTB16 A.B. TO LTP4 OR A35 CLIPS 0 24" O/C SOLE: (3) 16dx0.135" PER 16" Y2"0x10" 0 48" 0/C, W/ 7" o W: 202 / 365 1 SIDE 0 6" O/C DBL STUDS W/ 2 ROWS RIM: LTP4 OR A35 CUPS 0 24" O/C EMBEDMENT, 2x SILL It o ti� KITCHEN x 10dx0.128" NAILS 0 6" O/C y 0 " ~t, SW-2 E: 162 / 260 Yie' PLY 860.113" NO NO HDU2 W/ SSTB16 A.B. TO LTP4 OR A35 CLIPS ® 32" O/C SOLE: (3) 16dxO.135" PER 16" Y2%10" 0 48" 0/C, W/ 7" `- N HDR 1�"x14" 1.55E,_LSL RIM I W: 169 / 365 1 SIDE 0 6" 0/C DBL STUDS W/ 2 ROWS RIM: LTP4 OR A35 CLIPS 32° 0/C EMBEDMENT, 2x Sill R O •- 1 10dx0.128" NAILS ® 6" O/C 7- 1 BW I \111�1 I SW-3 E: 265 / 400 Y16" PLY 8dxO.113" NO NO HDU4 W/ SST824 A.B. TO LTP4 OR A35 CLIPS 0 16" O/C SOLE: (4) 16dxO.135" PER 16" Y2"0X10" 0 32" O/C, W/ 7" N I 1 I I II `f6 W: 358 / 560 1 SIDE ® 4" O/C DBL STUDS W/ 2 ROWS RIM: LTP4 OR A35 CLIPS ® i6" 0/C EMBEDMENT, 2x SILL10dx0.128" NAILS 0 6" O/C BATH gW y 4x10DF #2 f SW-4 CONSTRUCT THE WALL PANELS WITH SIMPSON WSW18x9 SHEAR BRACE LTP4 OR A35 CLIPS 24" 0/C N/A �" A449 OR A193-67 W.IC. `'S of PANELS INSTALLED PER THE MANUFACTURERS SPECIFICATIONS. THREADED ROD EMBED 12" INTO FOOTING PER Iq s _I I " 1 I I LAUNDRY I I I I HDU -SDS2.5 SW-5 E: %6" PLY 8dx0.113" NO NO NONE I I x 1 14" TJI 210 ® 16 O/C W: 1 S1DE ® 6 0/CT I I I It - I I I N GNW HDR. H4R ' BW HDR gW H' R r'a CONSTRUCT THE GARAGE NARROW WALL (GNW) PANELS PER THE DETAIL ON SHEET S1.0 v SW-3 SW-3 NO NO NONE TRUSS: H1 CUP PER CONNECTION SOLE: 3 16dxO.135" PER 16" Y2"0x10" 0 60" 0 C W 7" C`�. ALL -- W, PlY 8dx0.113" O / ' / �e.J - - -0 T-3" - 4'-O" HDU i REMAINING 1 SIDE @ I 0/C GABLE: 8dxO.113 TOENAILS ® 6" O/C RIM: 860.113" TOENAILS ® 6" O/C EMBEDMENT, 2x SILL R N GV CV [V EXTERIOR �`!�I M. BATH USE DOUBLE SOLE PLATE FOR WALL N rn N CD Vr. ABOVE. STITCH TOGETHER W/ 2 ROWS I N N 16d SINKERS ® 12" O/C o = _ _ (, v o SHEARWALL NOTES: �J C� OFFICEZ FOYER 1. WHERE PANELS ARE APPLIED TO BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. OSB OF THE "ice BEDROOM SAME THICKNESS MAY BE SUBSTITUTED WHERE PLYWOOD IS SPECIFIED FOR THE WALL SHEATHING. 2. NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE. 3. WHERE DESIGN SHEAR LOAD EXCEEDS 350 PLF (ASD), ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANEL EDGES SHALL NOT BE LESS THAN A SINGLE 3-INCH OR (2) 2x NOMINAL LUMBER, U.N.O. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED. `+J PORCH 4. FOR WALLS DESIGNED TO HAVE THE LOADS TRANSFERRED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF EACH s r► WINDOW WITH THE EDGE NAILING ALONG BOTH STUDS. NO PANELS JOINTS SHALL FALL ON THE KING OR CRIPPLE STUDS AT THE EDGE OF THE WINDOW OPENINGS, AS SHOWN IN A PERTINENT DETAIL IN SHEET S2.0. Z 5. ALL PANEL EDGES MUST BE SUPPORTED BY 2" OR WIDER NOMINAL FRAMING. 6. ALL CONNECTIONS NOT SPECIFIED ABOVE SHALL CONFORM TO IBC TABLE 2304.10.1. 7. ALTERNATE BRACING FOR THE SHEARWALLS MEETING THE CONVENTIONAL CONSTRUCTION PROVISIONS OF IRC OR IBC MAY BE USED IN ACCORDANCE WITH IBC SECTION 2308.6.5. C ° 8. ALL ANCHOR BOLTS SHALL HAVE 7" MINIMUM EMBEDMENT AND BE SPACED NO MORE THAN 60" O.C. INTO CONCRETE FOUNDATION. A MIN. OF F o 1/4"x3"x3° PLATE WASHERS (I.E. SIMPSON BP7/8) SHALL BE PROVIDED BETWEEN THE FOUNDATION SILL PLATE AND THE NUT. �a7 is ❑ ❑ 9. SEE DETAILS IN S2.0 FOR CONNECTIONS OF BRACED WALL PANELS TO TOP & BOTTOM DIAPHRAGMS OR FOUNDATION. O;oc�Z L-i 2 Q GENERAL NOTES: <�mo 1. ALL PERIMETER & BEARING WALL HEADERS TO BE MIN. 410 DF #2 UNLESS NOTED OTHERWISE. ooao<�a`" 2. HEADERS AND BEAMS 6 FT AND LONGER SHALL BE SUPPORTED ON MIN. DOUBLE CRIPPLE, UNLESS NOTED OTHERWISE. wwg8F^K 3. FOR TRUSSES OVER 20', USE SIMPSON Ill CLIPS TO CONNECT EACH END OF EACH TRUSS TO THE WALL TOP PLATES. v �o �W0s 4. FOR TRUSSES UNDER 20', USE SIMPSON H2.5 CLIPS TO CONNECT EACH END OF EACH TRUSS TO THE WALL TOP PLATES, UNLESS NOTED OTHERWISE IN � � GARAGE THE SHEARWALL SCHEDULE. �b �� H 5. ALL 2-PLY, 3-PLY & 4-PLY TRUSSES SHALL HAVE SIMPSON LGT2, LGT3 OR LGT4 TIE-DOWNS TO CONNECT EACH END OF EACH TRUSS TO THE wWzN��� SUPPORTING STUDS BELOW, UNLESS NOTED OTHERWSE.. a�� W 6. ALL BEARING POINTS SHALL BE MIN. (2) 2X STUD, UNLESS NOTED OTHERWISE. W, Qwg DIAPHRAGM NAILING SCHEDULE: 1. ROOF DIAPHRAGM CAN BE CONSTRUCTED AS AN UNBLOCKED DIAPHRAGM, U.N.O.. USE 3f6" CDX OR OSB SHEATHING W/ 860.113".NAILS 0 6" (EDGES) AND 12" (FIELD) O.C. 2. FLOOR DIAPHRAGM CAN BE CONSTRUCTED AS AN UNBLOCKED DIAPHRAGM. USE X" T&G SHEATHING W/ 8dxO.120" RING-SHANK NAILS 0 6" (EDGES) AND 12" (FIELD) O.C. v ` CA� $ tib P° N N 'd Q N N 0 � 2 = I� DRAWN BY: RAL CHECKED Sr. RAL DATE: 12 29 2016 JOB NUMBER: 16352 GNW GNW REVISION: 2'-0" UPPER FLOOR FRAMING & MAIN FLOOR SHEARWALL PLAN THIS DOCUMENT,CONSISTING OF PLANS OE9CN5 AND SPECIFICATIONS NAL SCALE: 1/4" = 1'-0" IS T E PPFRROUR �0OMPANY NAME ON INS�SHEEr A INC. ONE-TIME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED Simi HEREON. ANY RE-USE OF THIS DOCUMENT,IN NHOIE OR IN PART, IIS STRICTLY PROHIBITED MTTHOUT WRIIIEN PERMISSION. 8 N 00 00 v; rn N o N � M � o � o� uj ,C � ° ` m �V 3 b V W � W _3o ZO .c 00 8x10 DF #2 8x10 DF #2 8x10 DF #2 - -- -_ ... __ _ __- _-- -. -- .. _.-. _ .-- -_ ...- -- -. __. _._ _- _-- _-- -- __. - ..-- -- _... .__ ._ _ _, cc HANGER SCHEDULE ----- - -- - --- - ----- --- 00 N Go MEMBER HANGER 14" TJI 110 IUS1.81 W/ WEB STIFFENERS Z r ENG. TRUSSES @ 24" 0/C, 3:12 PITCH @ LOWER WALL & BIRDSMOUTH CUT W o 14" TJI 110 LSSU125 W/ WEB STIFFENERS „ o @ RIDGE & LSTA12 TO TRUSSES 0 (2) 1Y4" LSL MGU3.63, Hi = 9.25 CONT. 3A%16" 1.55E LVL, ABOVE WALL @ LOWER WALL W/ SIDS Y"x2Y„ SCREWS I �� (2) 1ID LSL HHLSTA1 x D37STRAP W/ ® RIDGE LSTA12 STRAP 11 �� TIT HU410 @ DORMER I 114" TJI 110 16" 0/C, 9:12 PITCH CONT. 3-26 DF #2 TOP PLATE CONT. 3-26 DF #2 TOP PLATE LILilu JILJL_ ur (2) x14" 1.55E LSL nr II (2) 1 04" 1.55E LSL , II O uj 1 4 ENG. TRUSSES @ 24" 0/C, 3:12 PITCH V � OPEN 3A"x7A_24F-V4 �I I 1 O I - -- - ._. TO x II III x II E (I xl I _ BELOW I � KI I I ` W I ,� a u,� ;a; n u-• ut \ vII IIF vII II� y 0 Li li I I� II I I I II II I Q Gob II II II II o OS( ��0V6�e� LOFT 6��0 00� 6* G`O n n u n KyN�P S 6 4 I 4s P A �e +J JIL J 6X6 gt✓6 GPO O O J L OJ L JIIL _ _ _JIILJ L _J L J -IL _ JIIL_ __ JIILJ L J L J Epp g Lu 3Y"x15 24F-Y4 RIDGE BEAM A"05" 24F_V4 RIDGE BEAM 3A"x15" 24F-V4 RIDGE BEAM 6 3A"x15" 24F-V4 RIDGE BEAM ,7 ,—- '^ I +sOr . - ' OF J uL S BO v, O EjC P T GI 00 u O N ALIGN RAFTERS & TRUSSES \✓" .t ;. N Mi �I I FOR RIDGE STRAPS W ENG. TRUSSES @ 16" 0/C, 3:12 PITCH N v ® < Lo I I I O I w 304° 3040 3°4° 3040 304° 304P �\ - - - - - - - - - - Il - - - - - -o -- — -� —� — $ — ---- ®- O BW BW SEE A-6 FOR CONT. 3-2x6 DF #2 TOP PLATECl c � BRACKET DETAIL ' ` C co LZ %`I /1\ ~I00 FASTEN W/ 2 ROWS SDSY"W4 " v SCREWS @ 18" O/C, TYP. @ DORMERS Q Q 4x8 DF #2 YidPit ENG. TRUSSES @ 24" 0/C, 3:12 PI v 1 � LZ mil 20XO 8x8 DF #2 - - HDR 4X8 - 4egi0 r _ © DF #2 O I - sofa i i � I. — L. Wp W F � �• F Z� ,CUC — — — / wz75 1 00 g, iFaj - —� GIRDER TRUSS €>kgge"Q o _ ® ex °n N WOOD TRUSS NOTE: LZ4g�cZ<� a 00 ? OZN< N Z 00 El xUJI g < O m g \ 1. A COPY OF THE TRUSS ENGINEERING AND PLANS SHALL BE SUBMITTED TO 'WoesW THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO ® � � INSTALLATION. as W W w 2. THE FOLLOWING ITEMS MUST BE PROVIDED WITH THE TRUSS PLANS: -$a""fig A. CALCULATIONS AND DETAILS PREPARED AND SIGNED BY A REGISTERED 00 / ARCHITECT/ENGINEER. - _ B. A TRUSS PLACEMENT PLAN SHALL BE PROVIDED. ADDITIONALLY, THE - y HIP MASTER TRUSS ` TRUSS MANUFACTURER SHALL PROVIDE A TRUSS PLACEMENT DIAGRAM 8x8 DIF 2 / - THAT IDENTIFIES THE PROPOSED LOCATION FOR EACH INDIVIDUALLY TYP?3 LOC. ' - - DESIGNATED TRUSS AND REFERENCES THE CORRESPONDING TRUSS DESIGN DRAWINGS (TO BE INCLUDED IN THE SUBMITTAL PACKAGE AND WITH THE SHIPMENT OF TRUSSES). d d. EACH TRUSS SHALL BE LEGIBLY & PERMANENTLY BRANDED OR MARKED 0 �o \ WITHIN 2 FEET OF THE CENTER OF THE TRUSS. e. THE TRUSS PLAN SHALL CLEARLY DESIGNATE THE TRUSS BRACING, b j BLOCKING, TRUSS-TO-TRUSS CONNECTIONS AND INSTALLATION PROCEDURES. EEE DRAWNCONT. "x12" 24F-V4 CHECK BY RAIL_ATE: BY ._ - RAL 3Yz O 1Z 29 JOB NUMBER: _ _ 16352 - - ---- REVISION: ROOF FRAMING PLAN DORMER FRAMING PLAN -- -- - SCALE: 1/4" = 1'—O" SCALE: 1/4" = 1 -o THIS A DOCUMENT,CONSISTING OF PLANS DESIGNS SERM AND D THIS IS AN INSTRUMENT OF OUR PROFESSIONAL SERMCE AND 1HI5 DOCUMENT SHALL REMAIN THE PROPERTY OF JONES ENGINEERS,INC. WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-TIME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED m 2 HEREON. ANY RE-USE OF THIS DOCUMENT,IN WHOLE OR IN PART, IS STRICTLY PROHIBITED WITHOUT WRITTEN PERMISSION. i N WALL FRAMING AND CONNECTIONS PER HORIZONTAL REBAR PER PLAN FOOTING SIZE AND REINFORCEMENT SCHEDULE 00 WALL FRAMING AND CONNECTIONS PER PLAN. WIDTH FOOTING ANCHOR WALL SHEATHING & ° PLAN. SEE SHEARWALL SCHEDULE FOR 34" T&G SHEATHING PER FOOTING LONG. CONNECTIONS PER SW f WALL = 3000 PSI SIZE AND SPACING. SEE SHEARWALL SCHED. FOR SIZE AND VERTICAL REBAR PER PLAN, "B" THICK. "D" BOLTS 0 . � CENTERED IN WALL BEAM PER PLAN SPACING SCHEDULE. 16" 10" Y" 2 4 BARS AT BOTTOM SCHED. N fc FOOTING = 2500 PSI o 2 O # SIMPSON PC EPC POST CAP 3 16d PER 16" 24" 10" N�' (3) #4 BARS AT BOTTOM a a EDGE NAILING PER o EXTRA VERTICAL BAR / ( ) SOG PER PLAN SHEARWALL SCHEDULE 11 PT POST PER PLAN EXT. FACE OF WALL EQUALS EXT. W ° m z EXT. FACE OF WALL EQUALS EXT. FACE OF FRAMING, U.N.O. 1.,1 W ... m 48D 2x STUDS PER FACE OF FRAMING, U.N.O. PLAN W/ Jf S.R. SIMPSON POST BASE PER PLAN V-BARS: #4 BARS LTP4 OR A35 PER o ° FIN. G.L. INSUL. PER ARCH. PLAN VIEW NO EXTRA BARS NEEDED IF HORIZ. BAR (3) #3 LOOP TIES @ 12" O.C. W/ 9" SW SCHED. Z a IS CONTINUOUS OR LAP SPLICED 4" CONC. SLAB W/ @ 2" O.C. @TOP 10" OR 12" SONO-TUBE HOOK INTO GRADE ® Go t-' 4J 4" TIGHT LINE FIN. G.L. 2x P TBOLTSEO 4'-0'CO.C. 6xMIL10VISQU EVN ON COLUMN PER GO a z a / / PLAN BEAM H-BARS: #4 BARS 0 Tn ® � of HORIZONTAL REBAR PER PLANFIN. G.L. 0 12 O.C. 0 i M w • ' M ® � 4" TIGHT LINE VERTICAL REBAR PER PLAN, " �r z " o (3) #4 BARS r X FILTER FABRIC CENTERED IN WALL o #3 LOOP TIES @ 5 O.C. (4) #4 VERT. W/ 8" HOOKS LONG. o N VAPOR BARRIER PER W cSs a FILTER ARCH. S EXTRA VERTICAL BAR CONC. PAD & COLUMN DRAIN ROCK W w ^ w FABRIC "' 0 4 BARS @ 12" O.C. C ° TO BE MONO-POUR # 0 W 4' PERF. PIPE ` UNDIST. SOIL , / c� (2) #4 CONT. BARS B #4 BARS PER PLAN L PER PLAN n <t FOOTING TO BEAR ON M �—I PER PLAN UNDISTURBED NATIVE SOIL EQ B EQ. DRAIN ROCK W/ 4" w 30D PLAN VIEW M W/ MIN. BEARING CAPACITY REINFORCEMENT PER SCHED., PERF• PIPE TYPICAL CORNER REINF. BEARING WALL & IBP FOOTING TYPICAL POST SUPPORT DETAIL INTERIOR SHEARWALL DETAIL SEE SCH. OF 1500 PSF ALTERNATE HOOK DIRECTION FOOTING TO BEAR ON EQ. B EQ. �•, � 3 4 5 _ UNDISTURBED NATIVE SOIL S2.0 SCALE: NTS S2.O SCALE: NTS 52,0 SCALE: NTS S2.O SCALE: NTS W/ MIN. BEARING CAPACITY SEE SCH. REINFORCEMENT PER SCHED., FOOTING SIZE AND REINFORCEMENT SCHEDULE OF 1500 PSF ALTERNATE HOOK DIRECTION FTG. THICK. STEM THICK. FTG. STEM VERT. O WIDTH FTG. TRANS STEM HORIZ. NTS: 3 " 1 , . "T" "B" LONG. (2'-6") /a PLY OR OSB T&G pT - 1. INCREASE DIM B TO ALLOW FOR THE SUPPORT OF BRICK VENEER WHERE REQUIRED PER PLAN. W � 12" 6" 6" 2 - #4 N.A. #4 @ 18" O.C. #4 @ 16" O.C. 2• STEM THICKNESS, B, SHALL BE MIN. 8" WHEN STEMWALL HEIGHT EXCEEDS 2 FT. V - 16" 8" 8" 2 - #4 N.A. #4 @ 18" O.C. #4 @ 12" O.C. 3. THE REINFORCING SCHEDULE ABOVE MUST BE USED UNDER ALL ENGINEERED SHEARWALLS UNLESS NOTED JOISTS PER POST PER PLAN PLAN BLOCKING TO MATCH 24" 10" 8" 4 - #4 #3 @ 32" O.C. #4 0 16" O.C. #4 @ 10" O.C. OTHERWISE. ALL OTHER FOOTINGS AND STEMWALLS MAY BE CONSTRUCTED IN ACCORDANCE WITH THE 36" 12" 10" 5 - #4 #3 @ 32- D.C. #4 @ 12" D.C. �#4@ �O.CW r3 CONVENTIONAL CONSTRUTION PROVISIONS OF THE 2012 IRC AND/OR THE PLAN REVIEW GUIDE OF THE SUPPORTS ABOVE PLY & NAILING PER SIN SCHED. PLY & NAILING PER SW SCHED. Q GOVERNING JURISDICTION. BEAM PER PLAN RIM JOIST TO MATCH JOIST DEPTH FLOOR JOISTS PER PLAN HOLD-DOWNS PER PLAN HOLD-DOWNS PER PLAN 2 BAYS OF BLOCKING CJ� 4. VERTICAL BARS MAY NOT BE "WET SET." 24" 2x4 SCABS, BLOCKING @ 48° O.C. W/ (3) W 5, USE TYPICAL RETAINING WALL DETAIL FOR WALLS W/ H > 3 FT. EACH SIDE f' AS REQ'D. SOLE CONNECTON PER SW SOLE R CONNECTION PER SW SCHED. 1Qd PER BLOCK i 1 STEMWALL AND FOOTING DETAIL AND SCHEDULE 4x4 P.T. POST00 a X SCHEDULE ' o S2.O SCALE: NTS (3) EXTRA VERT. BARS a EDGE NAILING PER SW SCHED. EDGE NAILING PER SW SCHED. O 6 MIL. VISQUEEN • n �, 2x BLOCK OR RIM JOIST, : PLY & NAILING PER SW SCHED. °O 2x BLOCK OR RIM JOIST, JOISTS PER PLAN SEE SW SCHED. FOR JOISTS ER PLAN SEE SW SCHED. FOR REINF. PER RIM-TO-PLATE CONN. 1Q PLY & NAILING HOLD-DOWNS & ANCHOR BOLTS PER J PLAN ----- Z RIM-TO-PLATE CONN.PER SW SCHED. PLAN. PLACE @ � OF PLATE. SHOWN HOLD-DOWN STRAPS PER PLAN STRIP FOOTING (2) #4 CONT. 5 EDGE NAILING PER SW SCHED. N EDGE NAILING PER SW UNDIS. SOIL a EDGE NAILING PER SW SCHED. N OFFSET FOR CLARITY. OR PIER PAD REBAR ANCHOR BOLTS ANCHOR BOLTS J _ EDGE NAILING PER EDGE NAILING & SOLE R SCHED. PER PLAN PER PLAN W PER SW SCHED. PER SW SCHED. 4-` SW SCHED. CONNECTION PER SW SCHED. a FOUNDATION PER PLAN FDN. PER PLAN PT SILL PLATE 2x BLOCK OR RIM JOIST, g FIN. G.L. EPLAN SLAB PER PLAN SEE SW SCHED. FOR GRADE BEAM & POSTS BEARING POINT AT STEMWALL EXTERIOR FDN. JOISTS PERPENDICULAR EXTERIOR FOUNDATION (JOISTS PARALLEL o RIM-TO-PLATE CONN.. USE 6 8 ( g l ) (2) AT 2ND & 3RD FLOORS 52,0 SCALE: NTS 52.0 SCALE: NTS S2.O SCALE: NTS Z S2.O SCALE: NTS �^ EDGE NAILING PER SW SCHED. 00 2 BAYS OF BLOCKING O FOUNDATION PER PLY & NAILING PER SW SCHED. 0 48" O.C. W/ (3)10d PER BLOCKw PRE—MANUFACTURED ROOF TRUSSES Y"' NAILING 2x BLOCKING, SHEATHINGK USE "DIAPHRAGM BOUNDARY" NAILING 10 EXTERIOR FOUNDATION (SLAB ON GRADE) 11 SHEARWALL CONNECTIONS (JOISTS PARALLEL) PCHEDULE PER SHEARWALL SCHE ALONG ALL DRAG STRUTS, EXTERIOR _..• EDGES AND INTERIOR SHEARWALLS. SCALE: NTS S2.O SCALE: NTS PLY & NAILING VENTENGINEERED TRUSSES SHEARWALL SCHEDBLOCKRAFTERS STUDS & SPACING PER P - - - USE "PANEL EDGE" NAILING FOR PLY & NAILING PER SW SCHED. EDGE OR ENG. TRUSS 0 24' O.C. ALL PANEL EDGES OVER SUPPORTS. HOLD-DOWN STRAPS PER PLAN SYSTEM 0 24" O.C. (16) 16d (3y"x 0.135") EA. s _ _ BLOCK PANEL EDGES WHERE REQUIRED EDGE NAILING & SOLE R SIDE OF 4 FT SPLICE, OR FLOOR SHEATHING & BY DIAPHRAGM SCHEDULE USE EDGE CONNECTION PER SW SCHED, NAILING PER PLAN SIMPSON ST6224 STRAPS AT 8dxO - - - - NAILING TO BLOCKING J 74� E EACH SPLICE CONNECTION 2x BLOCK OR RIM JOIST, EQ. EQ. SEISMIC/HURRICANE TIES @ 6" z c� SEE SW SCHED. FOR SIMPSON ST6224 OR NAILS PER PLAN - - - -i RIM-TO-PLATE CONNECTION. r - STRAP CONNECT PER 2x4 BLOCKING W - - -y MIN. 32" STAGGER BETWEEN _ _ HEADER PER PLAN SW SCHED. 0 16" OF 11 -AN .C. EDGE NAILING PER _ _ _ _ ADJACENT SHEETS J SHEARWALL SCHEDULE SEISMIC HURRICANE TIES _ � Lo EDGE NAILING PER SW SCHED. 2x BLOCKING AT / c 1 Q PLY & NAILING PER SW SCHED. COLUMN CAPS WHERE PLY & NAILING PER SHEARWALL - v IM PER SW SCHED. ALL PANEL EDGES PLY & NAILING PER - - - ROLU BY PLAN 2x6 @ 16" O/C EXT. WALLS STUDS &EARWALSPACING PER PLAN SCHEDULE OR PER PLAN ROOF TRUSSES OR FLOOR JOISTS `�` O 12 SHEARWALL CONNECTIONS (JOISTS PERPENDICULAR) 13 BEAM TO WALL CONNECTION 14 TOP PLATE SPLICES AT S.W. 15 TYPICAL WALL SECTION 16 SHEARWALL CONNECTIONS 1 � TRUSS PERP. TO SHEARWALL CONNECTION 18 TYPICAL DIAPHRAGM SHEATHING AND NAILING S2.O SCALE: NTS S2.O SCALE: NITS S2.O SCALE: NTS S2.O SCALE: 1/2" = 1'-0" S2.O SCALE: NTS S2.O SCALE: NTS S2.O SCALE: NTS l F c FF R ZZ �i 6W�U E"Ji a R' 6 3 1 WHERE LOAD TRANSFER IS USED, DOUBLE KING STUDS MUST BE USED ON EITHER90 ® SIDE OF THE OPENING. DOUBLE CRIPPLES WILL BE REQUIRED FOR OPENINGS OVER =1 ,__FP =i, 6 FT. AND WHERE NOTED OTHERWISE. � a 1 11 n 11 mw €yz HDR PER PLAN NO PANEL JOINTS SHALL BE MADE ALONG THESE KING X55 A < __ AND CRIPPLE STUDS IF SHEARWALL IS DESIGNED TO <�a�€�; HDR PER PLAN J 2 1 i. i1 t ALLOW FOR LOAD TRANSFER. � ; � II -- _-- <'S <� a 2 II I II II li I --Irl II �._ Fp�o��a H 2 II I HEADER 1 DOUBLE STUDS WHERE YNOW��W 11 11 1 2 u n TYP. PANEL JOINT (PANEL JOINT SHALL BE REQUIREDJGWBY � �� > _ RIM JOIST PER PLAN FOR I u1 a 17 LOCATED 0 MIN. ONE STUD AWAY FROM THE a��� 2 1 11 2� n n n I u n 3 u+ FOR H EDGE NAIL PLY =��=y115 1 a 11 '11 WOOD FLOORS, ELIMINATE KING STUD @ WINDOW OPENING (41 1 ` n n', li I I I III 111 11 11 TO STUDS i 11 n u i i ii ii li IF SLAB-ON-GRADE I 11 m u1 ' n u I :n it II I it III 111 II I II it n 5 :I1 n. . It'.. J it III 2 111 II II I n n Ir 2 1 u ul Ur 11 U 2 L1 'il II 111 N 11 11 It It I 9 8 11 11�=n 1 $= r IJ U G " � 7 - 1 11 1111 11 I 11 Hi1 II 11 BACKING1 11 IIII II11 1111 11 111J1IJ{11 11 1111 11 a I u 5 WITH HOLD—DO N W 0 PLYWOOD OR OSB SHEATHING PER © CONNECTION PER SHEARWALL SCHEDULE FROM PLYWO(Q OR OSB SHEATHING PER 6 CONNECTION PER SHEARWALL SCHEDULE FROM ( PLYWOOD OR OSB SHEATHING PER y�4LL Q © CONNECTION PER SHEARWALL SCHEDULE FROM DIAPHRAGM EDGE NAIL PLY �I Q SHEARWALL SCHEDULE. DIAPHRAGM ABOVE TO DOUBLE TOP PLATES SHEAR SCHEDULE. DIAPHRAGM ABOVE TO DOUBLE TOP PLATES SHEARWALL SCHEDULE. ABOVE TO DOUBLE TOP PLATES W/ SPLICE PER DETAILS. W/ SPLICE PER DETAILS. W/ SPLICE PER DETAILS. 02 EDGE NAILING AT ALL PANEL EDGES & KING Q2 EDGE LING AT ALL PANEL EDGES & KING 02 EDGE NAILING AT ALL PANEL EDGES & KING Q7 CONNECTION OF SOLE R TO RIM JOIST OR MUD SILL TO STUDS STUDS. BACK W/ 2x BLOCKING OR STUDS. tJ7 CONNECTION OF SOLE R TO RIM JOIST STUDS. ACK W/ 2x BLOCKING OR STUDS. CONNECTION OF SOLE R TO RIM JOIST STUDS. BACK W/ 2x BLOCKING OR STUDS. DRAWN BY: RAL ® RAL FRAMING MEMBERS W/ NAILING FROM ® CONNECTION OF RIM JOIST TO WALL TOP R Q FRAMINQ MEMBERS W/ NAILING FROM ® CONNECTION OF RIM JOIST TO WALL TOP R 0 FRAMING MEMBERS W/ NAILING FROM DATE: BY: 12 29 2016 ABUTTING PANEL EDGES. ABUTTING PANEL EDGES. ABUTTING PANEL EDGES. BACKING FOR GWB JOB NUMBER: 16352 Q9 PT SOLE PLATE W/ EDGE NAILING AND ANCHOR REVISION:_ 0 HOLD-DOWN PER SHEARWALL SCHEDULE 0 HOLD-CpWN PER SHEARWALL SCHEDULE BOLTS PER SHEARWALL SCHEDULE. 05 HOLD-DOWN PER SHEARWALL SCHEDULE WITH-OUT HOLD-DOWNS -AND PLAN. EDGE NAIL PLY TO ALL FULL AND P EDGE NAIL PLY TO ALL FULL AND PLAN. EDGE NAIL PLY TO ALL FULL HEIGHT STUDS OR POSTS. HEIGHT STUDS OR POSTS. HEIGHT STUDS OR POSTS. 19 SHEARWALL ELEVATION AT UPPER FLOOR 20 SHEARWALL ELEVATION AT LOWER FLOOR 21 STANDARD SHEARWALL ELEV. FOR LOAD TRANSFER AROUND WINDOW 22 INTERMEDIATE FRAMING - 2 STUD CORNER DETAIL THIS INSTRUMENT OF OUR OF PLANS.PROFESSIONAL MMCE AND HIS SPECIFICATIONS IS AN INSTRUMENT OF OUR PROFESSIIXiAL SERNCE AND 7M5 S2.O SCALE: NTS S2.O SCALE: NTS DOCUMENT SHALL REMAIN THE PROPERTY OF JONES ENGINEERS, INC. S2,0 SCALE: NTS S2.0 SCALE: 3/4" = V-0" WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-TIME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED S2mO HEREON. ANY RE-USE OF THIS DOCUMENT,IN NHOIE OR IN PART, 15 STIACTLY PROHIBITED NITHOUT NPoTTEN PERMISSION. l N #3 GR. 60 HAIRPIN FIELD00 HEADER PER PLAN SECURED TO REBAR v. 0. a INVERTED ANCHOR N E BOLT HOLDER �— ° OPTIONAL SHIM, ?/J" MAXIMUM 3" • m c: PORTAL STRAPS (PROVIDED): MIN. 19" ANCHOR BOLTS W m ATTACH WITH SIXTEEN 0.148"xlY" NAILS, W o m� 8 INTO HEADER & 8 INTO SHEAR BRACE. #3 GR. 60 HARIPIN Z r . DID -t CONNECT HEADER TO BRACE WITH 6%" LAG SCREWS (PROVIDED): & TEMPLATE — 3 3Y" TRIM - 8 WITH 18" BRACE (4 FRONT, 4 BACK) V ZONE—` - 12 WITH 24' BRACE (6 FRONT, 6 BACK) � I t 2 Z rl ±X_f START SCREWS 3Ya"-4Y" FROM BOTTOM OF ` S2.1 S2.1 Lu cats c DOUBLE TOP PLATE OR HEADER (2) CONT. #5 BARS 3Y"-4Y" OPTIONAL OSB SHIM, �6" MAXIMUM ® TOP OF WALL ANCHOR BOLT SPACER- INSTALL SCREWS AT APPROXIMATELY 30'. DO NOT ALLOW V-BARS PER 1/32.0 W/ 9" LEAVE IN PLACE TO SCREWS TO EXIT SIDES OF TOP PLATES OR HEADER. HOOK INTO GRADE BEAM <r REINFORCE CONCRETE. FOUNDATION PER PLAN MIN." ANCHOR BOLT HOLDER OFFSET SCREWS )�" FRONT TO BACK TO AVOID 2-0 #4 BARS H-BARS: #4 BARS @ 10. O.C. INTERFERENCE. COUNTERSINKING SCREWS WITH A ® 18" O.C. JAM NUT USED TO HOLD ANCHOR BOLT SPACER (4) #4 BARS LONG. DIAMETER, Y" DEEP RECESS IS RECOMMENDED. e TIGHT TO UNDERSIDE OF BOLT COLLAR HARDENED NUT 7/8" DIAMETER THREADED ROD, DO NOT INSTALL SCREWS 1 -4" V-4" (4) #5 BARS LONG. GRADE A449 OR A193-B7 WASHER IN ELECTRICAL CHASE (V HOLD-DOWN Ik U 7/8" DIAMETER THREADED ROD, GRADE A449 OR A193-67 .� Tn 3" CLR 0 CONCRETE FORMBOARD #4 BARS 12" O.C. ANCHOR BOLT SPACER PRIOR TO PLACING ADJACENT 1'-2" ENSURE CONCRETE IS LEVEL STUDS OR PANELS, TIGHTEN W AND SMOOTH BENEATH BRACE. THE SLOTTED HOLDOWN NUTS. GRIND & FILL AS NECESSARY. 1Y2" MINIMUM CLEAR SPACE 7/8" DIAMETER THREADED ROD, 3'-0" FROM THE SIDE IS REQUIRED GRADE A449 OR A193-137, EMBED 12" INTO FOOTING �•► TO ACCESS NUTS AND �WASHERS. 1 SWSB ANCHOR BOLT DETAIL PORTAL FRAME SHEAR BRACE 3 WALL ELEVATION UNDER SWSB 4 STEMWALL & FOOTING DETAIL UNDER WSW aCl 52.1 SCALE: 1/2" = 1'-O" 52.1' SCALE: 1/2" = 1'-O° 52.1 SCALE: 1/2" = 1'-0" 52,1 SCALE: NTS W a) - : o00 --- 6" MIN. O PONY WALL OR FLOOR CV FIN. G. . SYSTEM PER PLAN ! , (2) #4 BARS CONT. V-BARS - CENTERED IN WALL • MIN. 18" LAP W/ #4 L-BARS H-BARS -#4 ® 10" 0/C MIN. 24" LAP W/ #5 L-BARS '' W/ MIN. 18' LAP SPLICES L-BARS JY X = K-BARS -#4 @ 12" O/C 1 � MIN. 1'-0" FREE W/ MIN, 18" LAP SPLICES CLR f DRAINING BACKFILL UPPER FLOOR EXTERIOR WALL W/ FIN. G.L. ' �—w PLY & NAILING PER SW SCHED. T- BARS z = MIN. SOIL 2" CLR COVER , � EDGE NAIL ROOF SHEATHING EDGE NAIL ROOF 4" PERF PIPE IN DRAIN ROCK & FILTER 2x BLOCKING IN I SHEATHING TO TOP CHORD o t 1 ,` LINETOP TRUSS CHORD. (' TO SLOPED 2x LEDGER _ x/ -FABRIC TO PROPER DISCHARGE FACILITY v / DRAG STRUT TRUSS EDGE NAIL SHEATHING TO V J �V LEDGER Sd @ 6" O.C. 3" CLR 12" o SHEATHING AND A B C ~UNDISTURBED SOIL OR COMPACTED FILL CONNECTIONS PER 2x LEDGER W/ 16d 2x LEDGER W/ i6d ® 2x LEDGER W/ EDGE NAILING L t W/ MIN. 1500 PSF BEARING CAPACITY SHEARWALL SCHED. SINKERS @ 6' O/C TO 3" O.C. TO BLOCKING FROM UPPER WALL SHEATHING fv^� PROVIDE EDGE NAILING FROM BLOCKING BETWEEN STUDS RETAINING WALL REINFORCEMENT SCHEDULE W 50 PSF LIVE LOAD SURCHARGE ON 8' & 9' WALLS / L PLY TO LSL BLOCKING - H A 8 C L D STUB L-BARS X Y T-BARS V-BARS SOIL COVER JOISTS PER P�F JOISTS PER PLAN 4'-0' 8" 8" 8" 2'-0" 10" 1'-6" 14 @ 16' O/C 10" 2'-1" 6'-0' V-5" 8" 8" 2'-9" 10" 2'-0" #4 @ 10" O/C V-6" 2'-7" - - #4 0 10" O/C V-0" HANGER PER TRUSS MANU. TO 8'-0" 2'-3" 8" V-4" 4'-3" 10" 4'-3" #5 @ 8" O/C 2'-4" 4'-10" #4 @ 12" O/C #4 @ 16" O/C 1'-0" HI, EA. TRUSS DOUBLE RIM JOIST PER PLAN 9'-0" 2'-6" 8" 1'-4" 4'-6" 12" 4'-9" #5 @ 6" O/C/ 2'-8" 5'-6" #4 @ 10" 0/C #4 ® 12" 0/C 2'-0" SHEATHING AND EDGE NAILING PER NOTE: F o w R CONNECTIONS PER SHEARWALL SCHED. SHEATHING AND CONNECTIONS 1, PRIOR TO BACKFILLING, THE CONCRETE SHALL DEVELOP ADEQUATE STRENGTH (I.E. MIN. 7 DAYS AFTER CASTING) SHEARWALL SCHED. PER SHEARWALL SCHEDULE 2. MAX. APPLIED DL ON TOP OF WALL = 500 LEIS MAX. APPLIED LL ON TOP OF WALL = 1000 LBS. 8 SHEATHING AND CONNECTIONS 3. Fi = 2,500 PSI FOR CONCRETE AFTER 28 DAYS Fy = 40,000 PSI FOR #4 AND SMALLER BARS Fy = 60,000 PSI FOR �Ngza� k PER SHEARWALL SCHED. #5 AND LARGER BARS, 5 OFFSET SHEARWALL CONNECTION 6 OFFSET SHEARWALLS (TRUSSES PARALLEL) � OFFSET SHEARWALLS (TRUSSES PERPENDICULAR) g TYPICAL RETAINING WALL DETAIL W/ SOIL COVER OVER FOOTING S2.1 SCALE: 1/2' = V-0" 52.1 SCALE: 1/2" = 1'-O" 52.1 SCALE: 1/2" = 1'-0" 52.1 SCALE: NTS Inc aV F=O5 !2 5 p)N W y W J =$ i O�� bey✓ vz. N�6W J b, 1 DRAWN BY: _ _ RAL CHECKED BY: RAL DATE: _ 12 29 2016 JOB NUMBER: 16352 REVISION: I THIS DOCUMENT,CONSISTING O PLANS,DESIGNS AND SPECIFICATIONS IS AN INSTRUMENT OF OUR PROFESSIONAL SERMCE AND THIS DOCUMENT SHALL REMAIN THE PROPERTY OF JONES ENGINEERS,INC. WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-RME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED S2l i HEREON. ANY RE-USE OF THIS DOCUMENT,IN WHOLE OR IN PART, 15 STRICTLY PROHHTED MTHOUT WRTTEN PERMISSION. LID STRUCTURAL NOTES 5, MOM Bars N CiNc�TE 10 HOOD FRAMM OW, 14.8 No deviations from the contract documents shall be made without written consent of the engineer. If deviations from the plans are made CN without notification to and approval from the engineer, the General Contractor shall release Jones Engineers, Inc. from any and all claims ' °' 5.1 Galvanized threaded parts, bolts, nuts, and washers exposed to weather unless noted otherwise per ASTM A153. 10.2 Unless noted otherwise, use double joists under walls or partitions parallel to joists. Solid block under partitions perpendicular to Joists. that are in any way related to this project. The General Contractor shall further agree to defend, hold harmless and indemnify Jones 3 1. f�2ENCE CODES & STANDARDS Engineers, Inc. from any and all claims by any third persons that are in any way related to the project. 5.2 Material specifications shall be as follows, unless noted otherwise: 10.3 For solid Joists, Provide blocking or cross-bridging at 8'-0" O.C. maximum spacing and solid blocking at bearing points. Provide double N o Anchor Bolts: ASTM A307, Grade A; ASTM Fi554, Grade 36; or as indicated per plan joists each side of openings unless detailed otherwise. 14.9 Window and door assemblies shall meet or exceed the requirements specified in ASTM E330 with a design pressure not less than 50 psf. ' o International Building Code (IBC) 2015 Edition Threaded rod: ASTM A36 Washington State Building Code (Washington Administrative Code (WAC) Title 51) Nuts: ASTM A563 .� 10.4 Support joists not less than 2-1/2" onto beam or plates. Where framing into the face of the support, use not less than Simpson W .01 I m cc National Design Specification for Wood Construction (NDS), 2015 Ed. Washers: ASTM F436 LU-series hangers. 15, PROJECT COORDINATION merican Concrete Institute, ACI 318-14 W Lo Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 5.3 Provide anchor bolt configuration as shown including diameter, spacing, projection, embedment, and end configuration. 10.5 No structural member shall be cut or notched unless specifically shown & approved by the Structural Engineer, 15.1 The Contractor is responsible for coordinating the work of all trades and shall check all dimensions. The Contractor shall ensure that » subcontractors and fabricators receive all applicable design information including geotechnical reports, drawings, notes, and specifications. ® Z a 5.4 Install 1/2" diameter x 10" long anchor bolts at 4'-0" O/C and 6" to 12 from each end at wood sill plates unless noted otherwise. 10.6 Do not notch joists in middle half of the span. Limit depth of notch to 1/6' the depth of the joist, except as detailed. Locate bore Any discrepancies shall be called to the attention of the Engineer and be resolved before proceeding with the work. 00 00 (n DESIGN LOADS AND CIlITQ11A holes within the middle 1/3 of the depth of the joist, not to exceed 2-1/2" in diameter. � 5.5 Anchor belts for holdowns shall be Simpson SSTB per drawings unless noted otherwise. Install anchors per ICC Report ESR-2611 and the 15.2 Architectural, mechanical, plumbing, and electrical drawings shall be used to define detail configurations including, but not limited to: 1 Roof Live Load (Snow) 25 PSF Seismic Design Category D manufacturer's recommended procedure. Deepen footing as required to maintain 3 inches clear under the anchors. 10.7 Provide typical nailing per IBC Table 2304.10.1 where not called out on the plans. All nags are to be common or galvanized box, unless relative location at members, elevations, size and location of floor and wall openings, floor recesses, accessible facilities, ducts, foes and Roof Dead Load 15 PSF Seismic Site Class D noted otherwise. '96d vinyl coated sinkers" may be used in lieu of 10d commons, however, they may not be used to replace i6d pipe sleeves electrical conduit, and other items to be embedded m concrete or otherwise incorporated in the structural work. P Z i Attic Live Load, W/ Limited Storage 20 PSF Seismic Response Modification Factor (R) 6.5 & ROMM1 1C STEEL. IN CONCRETE commons. Pre-drill as required to avoid splitting. - Exterior Wall Loads (W/ Siding) 12 PSF Seismic Importance Factor (1) W 1.0 � o Exterior Wall Loads (W/ DryVit) 22 PSF Foundation Allowable Soil Bearing Capacity (DL + LL) 1500 psf 6.1 All reinforcing steel shall be free from loose rust and other coatings that would inhibit reinforcing bond. 10.8 Where high moisture levels are present, use galvanized fasteners and galvanized hardware and fittings. 16' S11B1/1TAL 2 16.1 Shop drawings, - tx 10.9 Lag belts or screws shall be hex-or square- head steel belts with cut threads. Use washers under heads. Pre-drill holes with bit P 9 on drawings, design build drawings, product data, and supporting calculations shall be submitted to the Engineer for Interior Wall Loads 10 PSF Foundation Soil Coefficient Of Friction 0.35 6.2 Bar detailing and support of reinforcing bars in forms shall conform to the CRSI Manual Of Standard Practice, unless shown otherwise on approximately 60% of shank diameter. Install bolts by turning with a wrench, not by driving with a hammer. review as noted below. o Floor Live Load qD pgF Foundation Soil Weight 115 pcf the plans. Wind Speed, Basic 110 mph 10.10 Machine bolts shall be ASTM A307 blots, unless noted otherwise. Use washers under head and nut. Bolt holes shall be nominal diameter 16.2 Submit one set of prints and one set of reproducible drawings, or four sets of prints maximum, to the Engineer prior to fabrication or Floor Dead Load 10 PSF P P 6.3 Reinforcing steel shall not be bent or displaced for the convenience of other trades unless approved by the structural engineer. Deck/Balcony Dead Load 5 psf Wind Exposure C of bolt plus i/16" u.n.o. construction. Allow 5 business days for review. All submittals shall include the name, address, and phone number of the manufacturer, Wind Importance Factor fabricator, supplier, and the design engineer, as applicable. Deck/Balcony Live Load 60 psf P (Iw) 1.0 6.4 Reinforcing steel shall be from new billets, concrete reinforcing steel shall be defamed bars conforming to ASTM A615, Grade 60 (or 10.11 All sheathing shall be installed with staggered end laps with support at all panel edges by means of clips, blocking a T&G joints.A615M, Grade 420) for #5 bars and larger, and to ASTM A615, Grade 40 (or A615M, Grade 280) for #4 bars and smaller. 16.3 The Contractor shall review and approve all submittals before release to the Engineer. Reference plans and details as applicable. p g 10.12 Where wood panels are fastened to steel framing, use 110 a larger self-drilling screws with tapered head. Head of screw to be flush with Deviations from design drawings shall be clearly marked as such. Send one record set of the revised submittal where corrections are O ALLOWABLE DEFLECTIONS. unless noted otherwise in these notes, specifications, or drawings 6.5 Bars conforming to the metric specifications and grades shown above in the metric sizes shown below may be substituted for the bars noted but resubmittal is not required. H Y the face of the sheet. Spacing and edge distance to be the some as for nails unless noted otherwise. q 1 , , 0) Roof framing Deflection Live Load L/360 Horizontal Deflection (Drift), Any Load Case L/200 shown on the drawings. Bar spacing, embedment and lap lengths, reinforcing cover, bends, and hooks remain the some. �1 O Roof Framing Deflection Total Load L/240 Min. Roof Slope, unless noted otherwise Y4" per foot 10.13 The manufactured roof and floor system shall be designed for all dead loads plus the live, snow, wind and seismic loads identified above 16.4 If the fabricators drawings are the sole design, differ in design, or add to the design of the structural drawings, they shall be stamped by V 6.6 Fabrication and placement of reinforcing in concrete shall conform to IBC section 1905. Lap all reinforcing bars at all splices, corners, and q q a Civil Engineer registered in the State of Washington responsible for said design. Calculations submitted are for information only and will and the requirements of the current edition of the IBC. Additional requirements include: not be stomped or retuned except at the option of the Engineer. W zEt Floor Framing Deflection Under Live Load L/480 intersecting walls per table below, unless noted otherwise: Sprinkler system loads per current code a as specified in this contract document q CONCRETE STRENGTH (psi) Mechanical equipment loading (see mechanical drawings) 16.5 Review is only for general conformance with the design concept of the project and general compliance with the information included n the MATERIAL PROPERTIES Any additional loading called out an the drawings. y g q g g specifications. Contractor is W W 2,000 3,000 4,000 5,000 6,000 Contract Documents. An markin s or comments are subject to the requirements of the design drawings and � O Steel Tube ASTM A500, GRADE B TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER 10.14 Cants, crickets and over-framing shall be placed over the basic roof sheathing. responsible for correlating and confirming dimensions, choice of fabrication processes and techniques of construction, coordination of his Beams ASTM A992, GRADE 50 work with other trades, and performing the work in a safe and satisfactory manner. i #3 (#10) 27 21 22 17 19 15 17 13 15 12 � O High-Strength Bolts ASTM A325, per plans 10.15 Hoe diameter in GLB shall not exceed 20% of beam depth, nor it". Seal all exposed surfaces of GLB after field cutting or drilling, O Pipes, Plates, Angles, & Bars ASTM A36, GRADE 8, Standard Weight #4 (#13) 35 27 29 22 25 19 22 17 20 16 p P 9 9 i7. TESTING AND NSPECTIf1N O Welding E70XX Electrodes W/ Pre-Qualified Welds (As Defined By AWS) #5 (#16) 44 34 36 28 31 24 28 22 25 20 17.1 In addition to the inspections made by the Building Official per IBC Section 110, all special inspection and testing shall comply with IBC C #6 (#19) 53 41 43 33 37 29 34 26 31 24 11, WOOD 1RUSSE,S Sections 1704, 1705 and other likable building code sections. applicable g Special inspections are required for the following wok: "� #7 (#22) 77 59 63 48 55 42 49 38 45 34 +�3. SPECIFICATIONS 11.1 Trusses shall be manufactured with wood webs and chords. Lumber shall be stress-rated and kiln dried to a moisture content of 19% or TESTS & SPECIAL INSPECTIONS #8 (#25) 87 67 72 55 63 48 56 43 55 43 less. Truss joints shall be fastened with light metal plate connecters of galvanized steel that conform to ANSI/TPI 1-2014 pressed into N Placement, Slump, Air Content, And Cylinders For Compressive Strength L_ 3.1 Design, material and workmanship shall be in accordance with the latest version of the following Codes And Standards contained herein, #9 (#29) 98 76 81 62 71 54 63 49 57 44 both sides of the wood members. Concrete (1 Tests Per IBC 1705.3, When F c Exceeds 2500 PSI. unless otherwise modified on the drawings a tice icatons 11.2 Trusses shall be designed to fit dimensions shown on the drawings and for loads shown above; include any concentrated mechanical loads Anchor Bolts Placement, Cover, Site And Number As Per Plans. ACI 211 Standard Practice For Selecting Proportions For Normal, Heavyweight, & Mass Concrete Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below them in the casting position. Lap lengths, in on roof. Verify weight and location with mechanical Contractor. All designs shall be in accordance with allowable values assigned by a Reinforcing Cover, Site, Number, Laps And Placement. ACI 301 Specifications For Structural Concrete For Buildings inches, are based on normal weight concrete and a minimum 2 Db spacing and 1 DN cover, per ACI 318-11. The sizes shown (#xx) are the current ICC Evaluation Report. Live load deflection shall be limited to L/360 for roof and floor framing, unless noted otherwise. WeldingO In Accordance With IBC 1705.2.1 ` ACI 305 Hot Weather Concreting corresponding metric bar sizes. Wire all the lap splices. High Strength Bolting In Accordance With IBC 1705.2.1 5? 11.3 For all the individual trusses identified as "strut truss" in the Ions, the shall be designed to resist the specified axial loads in addition to Structural Observation Observation 8 ACI 306 Standard Specification For Cold Weather Concreting / p y g sp 1 , . UO ACI 308 Standard Practice For Curing Concrete 6.7 Minimum cover over reinforcement, unless noted otherwise: the pertinent vertical loads. y An Engineer As Required By IBC Sections 110 And 1704.6 ' O Concrete placed on earth: 3 inches Plywood Observation By An Engineer Prior To Covering '`, N ACI 318-14 Building Code Requirements For Reinforced Concrete Concrete exposed to earth or weather: 2 inches 11.4 Shop drawings shall be submitted to the Engineer and Building Official for review prior to fabrication. Shop drawings shall be sealed by a ACI 347 Guide To Formwork For Concrete Other conditions, u.n.o.: 1} inches Civil Engineer licensed in the State of Washington who is responsible for the design. The manufacturer shall design and provide all required 17.2 Special inspectors and testing laboratories shall be provided by the Owner. The Contractor shall coordinate special inspections as well as ACI SP-66 Detailing Manual bridging and bracing between the trusses. The supplier shall submit a Certificate of Compliance to the Engineer and Building Official per standard building inspections with the construction schedule and is responsible for facilitating access to areas to be inspected. Special 6.8 Reinforcing steel welding shall be performed by WABO certified welders and shall conform to Structural WeldingCode AWS IBC section 1704.2.5. inspectors and testinglaboratories shall be certified b the Washington Association of Building Officials WABO and approved b the CRSI-PI Recommended Practice For "Placing Reinforcing Bars", 9th Ed. E80XX electrodes for A706 bars and E90XX electrodes for A615 bars unless noted otherwise. Field welds shall have special inspection p Building Official. Y 9 9 ( ) PP y IBC section 1705.3.1. .5 Trusses Wall be erected and installed in accordance with the drawings, approved shop drawings and manufacturers instructions. 4. CAST-IN-PLAN CONCRETE a Contractor shall notify the Engineer prior to enclosing the trusses to provide opportunity for review of the installation. Cutting field 17.3 The special inspector shall observe the work for conformance with the design drawings and specifications and furnish inspection reports to _. 6.9 Reinforcing bars, bolts, anchors, dowels, & metal inserts shall be securely tied in position prior to concrete placement. Reinforcing shall be alteration of trusses is not permitted, the Building Official and the Engineer. All discrepancies shall be brought to the immediate attention of the Contractor, Engineer, and the 4.1 Cost-in-place normal-weight concrete materials, mixing, placing, and testing shall conform to IBC Chapter 19, with mix design in supported on chairs or slab bolsters (with distribution plates if required) or concrete dobies prior to concrete placement. Support spacing Building Official. The special inspector shall submit a final signed report stating whether the inspected work was in conformance with the conformance with ACI 211.1 & 301. shall not exceed 10 feet in each direction. 12 WOOD I JOISTS design drawings and specifications and the applicable provisions of the building code. 4.2 Material specifications, unless noted otherwise: 7 DFD WEI WiRE FABF4C N CONlItE7F 12.1 Wood I Joists shall be manufactured with webs glued to the flanges with waterproof glue. 17.4 Special inspections per IBC Section 1704 are required unless fabricator is approved per Section 1705.2. MAX. WATER-CEMENT RATIO 12.2 Joists shall be manufactured by. Trus Joist (ESR-1153). 18. EXCAVATION AND FLL USE MIN. 28-DAY 7.1 Plain welded wire fabric shall conform to ASTM A82 and A185 with fy = 65 ksi minimum. Lap fabric one space + 2' or 6" minimum atLx NON-AIR ENiRAINED AIR ENTRAINED sides and ends. f 18.1 All footings shall bear on undisturbed ground or structural fill and shall be a minimum of 18 inches below grade unless noted otherwise on 12.3 Substitution of another product requires approval of the Engineer. Equivalent joists shall have the some a greater capacities for shear, 1_ FOOTING 2500 PSI (5-SACK) 0.67 0.54 moment, and deflection. the drawings. ALL OTHER 3000 PSI (6-SACK) 0.58 0.46 7.2 Defamed welded wire fabric shall conform to ASTM A496 and A497 with fy = 70 ksi minimum. Lap fabric 8" minimum at sides and ends. V 12.4 Joists-shall be designed to fit dimensions shown on the drawings and for loads shown above; include any concentrated mechanical loads on 182 Footings shall not be located over subsurface utility lines, tanks, large organic deposits, or other obstructions. If footing excavations reveal Use Type I cement unless noted otherwise. Use Type I-A cement where arc entrainment is required. Slump shall be 4 inches plus a floc (verify weight ) g subsurface objects, the area shall be over excavated, the obi O minus 1 inch per ASTM C94-16. 8. FIBROUS REINFORCING IN .ewrR� ( y ei ht and location with mechanical Contractor), All designs shall be in accordance with allowable values assigned by a current o objects shall be removed, and the excavation backfilled as noted below. ICC Evaluation Report. Live load deflection shall be limited to L/360 & L/480 for roof and floor framing, respectively, unless noted Z 4.3 Water-reducing admixtures conforming to ASTM C494 may be incorporated in the concrete design mixes and be used in strict accordance 8.1 Fibrous reinforcing shall have a current ICC Evaluation Report listing. Submit mix design to the Engineer for review. otherwise. 18.3 Foundation excavations shall be examined and approved by the Engineer or a testing laboratory approved by the Owner, and the Building Official prior to the placement of any reinforcing steel or concrete. Not required for R-3 construction. with the manufacturers recommendations, subject to Engineers approval. 8.2 Fibers shall be mixed and concrete placed per the ICC Report and the manufacturer's instructions. 12.5 Shop drawings shall be submitted to the Engineer and Building Official for review prior to fabrication. Shop drawings shall be sealed by a 4.4 air-entraining agent conforming to ASTM C260 shall be used i r/� Civil Engineer licensed in the State of Washington who is responsible for the design. The manufacturer shall design and provide all required 18.4 Material for filling and backfilling shall consist of the excavated material and/or imported borrow and shall be free of organic matter, trash, o we all concrete mixes for slabs and other flatwork to be exposed to bridging and bracing between the joists. The supplier shall submit a Certificate of Compliance to the Engineer and Building Of iiciol per IBC lumber, a other debris. weather. The amount of entrained air shall be 5% plus a minus 1% by volume. 9 SLABS ON GRADE section 1704.2.5. 4.5 Accelerating admixtures may be used in concrete mix design, provided that they conform to ASTM C494 Type C or E. 18.5 Fill and backfill shall be deposited in layers not to exceed 8" thick for heavy equipment and 4" thick for hand operated equipment. The fill 9.1 See foundation plan for concrete slob thickness and finish requirements. 12.6 Joists shall be erected and installed in accordance with the drawings, approved shop drawings and manufacturers instructions. Contractor shall be properly moistened to approximate optimum requirements and thoroughly rolled or compacted with approved equipment in such a 4.6 Special inspection and testing is required for all reinforced concrete except for foundation concrete with a designated compressive strength shall notify the Engineer prior to enclosing the joists to provide opportunity for review of the installation. Cutting or field alteration of manner and extent as to produce a relative compaction of 95% of maximum dry density for optimum moisture content as determined by not exceeding 2500 PSI and nonstructural slabs on grade. 9.2 Reinforcing bars or welded wire fabric shall be as noted on drawings placed 1 to i-i/2" below the top of the slab. Two-course work or joists is not permitted. ASTM D 1557. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. pulling reinforcing up during concrete placement is not permitted. 18.6 Hand tampers shall weigh at least 50 Ibs each and shall have a face area not in excess of 64 square inches. Hand tamper may be 4.7 For each class of concrete where testing is required, the special inspector shall take not less than one set of three 4'x8' cylinders for 13. ENGINEERED LUMBER operated either manually or mechanically and shall be used only where larger power driven compaction equipment cannot be used. G o tY each day of concrete placement, or for each pour, or not less than one set for each 150 cubic yards of concrete, a not less than one 9.3 See foundation details for typical slab jointing. s N set for each 5,000 square feet of surface area for slabs or wills, iwzz j13.1 All engineered lumber shall conform to a current ICC Evaluation Report. Minimum specifications: 18.7 Bockfill around the retaining walls exterior stemwolls shall not be placed for a minimum of 7 days after the completion of interior floor hold 9.4 All slab joints must be free of dirt and debris before they are sealed with semi-flexible, epoxy joint filler. systems unless walls are adequately braced. Backfiill shall not be placed until after completion and inspection of dampproofing. �3:05X 4.8 During periods of cold weather, batching, placing, and curing of concrete shall conform to ACI 306R. Do not place concrete on frozen subgrode or in contact with forms, reinforcing, or embeds that are less than 35F. 9.5 Floor slabs shall be level to within 1/4" in any 10 foot length except as noted. Flatness shall be checked with a 10 foot straight edge at �&� o LUMBER SPECS 18.8 Drainage backfill behind retaining wall shall be at least 24' thick and extend from the base of the wall to within one foot of the finished x �m"off random locations within 24 hours of each slab placement and construction procedures revised if required. round surface behind the wall. This backfill shall consist of drainage sand and ravel as shown below. 80�� Z 4.9 During periods of hot weather, batching, placing, and curing of concrete shall conform to ACI 305R. LUMBER TYPE E (psi) Fb (pal) F" (pal) S.G. Ft (psi) Fc 11 (psi) Fc 1(psi) 9 9 9 y 9.6 Exterior slabs and interior slabs that drain shall be sloped 1/8" in 12" minimum and 1/4" in 12" maximum unless noted otherwise. Laminated Veneer (LVL) 2.0 x 10s 2600 285 0.50 1555 2510 750 SIEVE SIZE Y PASSING BY WEIGHT SIEVE SIZE % PASSING BY WEIGHT < Y �3 4.10 Anchor bolts, dowels, and other embedded items shall be securely tied in position prig to concrete placement. Parallel Strand (PSL) 2.0 x 10s 2900 290 0.50 2025 2900 625 11�" 100 No. 30 20 - 65 9.7 If o geotechnical report is not available for this particular project, the soil properties shall be referenced to Table 1806.2 of IBC, in which �� Nor 4.11 Do not add water at site. Maximum drop during placement is three feet. Consolidate concrete with a mechanical vibrator as required. allowable sot bearing pressure is taken as 1500 psf as the default value. Laminated Strand (LSL), Rim Joist 1.3 x 106 1700 425 0.50 1075 1835 710 " 90 - 100 No. 50 5 - 20 F175 Laminated Strand (LSL), Other 1.55 x 10s 2325 310 0.50 1070 2175 900 Y" 75 -100 No. 100 0 - 2 wgfw 4.12 All exposed surfaces shall receive a steel trowel finish unless noted otherwise. Do not dust surfaces with dry cement to remove water. 9.8 Concrete slabs shall be placed over 4' of W minus crushed rock with less than 5% fines, unless noted otherwise in a geotechnical report. 4.13 Concrete shall be maintained in a moist condition for o minimum of five days after placement or sealed with a curling compound No. 8 65 - 92 (by wet sieving) (non-plastic)At office areas, slabs shall be placed over a 4 mil vapor barrier over 2" of sand over 4" of )C minus crushed rock with less than 5% two coats at right angles Follow manufacturer applied in fines.s application instructions and do not exceed recommended coverage. GENERAL NOTES 18.9 Drainage backfill shall be compacted per notes above in I'Ifts not to exceed 4 inches for hand-operated equipment. Each lift shall be 4.14 Keyed construction joints dull be used in all cases except slabs on grade. All construction joints, including connections to pre-existing lO. WU00 FRAMNG tested for compliance with compaction requirements by an approved laboratory. concrete shall be clean and free from foreign substances, loose material or laitonce. Where noted on drawings as 'roughened," 14. GENERAL CtMdDITI(MCS 18.10 Do not operate henry equipment adjacent to the wall within a distance equal to the height of the wall during backfill and compaction. My mechanically roughen (so as to fracture coarse aggregate) entire surface to at least 1/4" amplitude and remove all loose material. 10.1 Materials are to meet or exceed those shown below, with moisture content not to exceed 19% for sawn lumber and less than 16% for Hand tampers for compaction shall be per notes above. Dampen joints for at least 1/2 hour prior to new pour but leave no standing water. All vertical joints shall be thoroughly wetted and Glulams. 14.1 All materials and construction shall conform to the drawings, these notes, and any specifications for this project. slushed with a coat of neat cement immediately before placing new concrete. Glue-Laminated Beams 24F-V4 or 24F-VB, as noted on plans a W 14.2 During the construction period, the Contractor shall be responsible for the safety of the construction project, including all excavation 19, PRODUCT SUBS11TUV N PRQg= a ;, 4.15 Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. Do not embed Posts & Beam Douglas-Fir (DF) #2 procedures. The Contractor shall provide adequate I g underpinning, g guys p o property, y 0 P p q logging, shoring, minim , bracing, and protection of adjacent o aluminum conduits and Sleeves in concrete. P P y PP structures, streets, and utilities in accordance with all national, state and local safety ordinances. 19.1 Proposed substitutions for the specified products and materials must be submitted to the Owner and the Engineer for review prior to b a Studs, Sills & Plates Hem/Fir (HF) or SPF, Stud Grade, U.N.O. y oP fabrication or construction. Provide complete documentation that shows equivalency with the specified product or material. Substitutions 4.16 Placing of concrete shall be in accordance with ACI-301 and ACI-304. Sawn Joists Hem/Fir (HF) #2 14.3 DO NOT SCALE DRAWINGS. indicated or implied on shop drawings or product data submittals will not be considered. Rim Joist (I-Joists) MIN. tY" Thick 1.3E LSL Rim Boards 4.17 Pumping or pneumatic conveying equipment shall be of suitable kind with adequate pumping capacity. Pneumatic placement shot be 14.4 All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of 19.2 Substitutions are strict) subject to the approval of the Owner and the Engineer. If approved, the Contractor 1 Rim Joists (2x Joists) 2x Hem/Fir HF Matching Joist Depth 9 Y rn PP 9 PP acto deal bear the cost of any DRAWN BY: RAL controlled so that segregation is not apparent in the discharge concrete. the loss of slump in pumping or pneumatic conveying equipment accuracy. Where actual conditions conflict with the drawings they shall be reported to the Engineer so that the proper revisions may be redesign required by the alternate product a material. shall not exceed 2 inches. Concrete shall not be conveyed through pipe made of aluminum or aluminum alloy. Blocking & Bridging Hem/fir (HF) Construction Grade made. Construction modifications shall not be made without written approval of the Engineer. CHECKED BY: RAL. DATE: 12 29 2016 Commercial Connectors Simpson Strong-Tie, per plan. Provide Full Catalog Nailing and/or bolting. JOB NUMBER: 16352 4.18 Generally, the aggregate size shall not be more than 1Yz inches for the footings and Y4 inches for the walls and columns. Proportions of 14.5 Provide vertical support and lateral bracing for electrical and mechanical equipment, vents, ducts, and piping per the applicable code REVISION: aggregate to cement for any concrete mix shall be such as to produce a mixture which, consistent with the method of placing, will work Fabricator connectors As detailed on plans requirements, readily into corners and angles of the forms and around the reinforcement without permitting the materials to segregate or excess water Roof Sheathing Xs" 5 I COX or OSB APA rated sheathing w I clips or T&G P 9z ply 9 / ply P 14.6 Where these plans, the project manual, and the specifications do not state specifically, the minimum provisions of the 2015 International to collect on the surface. Wall Sheathing /1s" 5 ply COX or OSB, APA rated sheathing, U.N.O, Building Code (IBC) shall apply. Good standards and workmanship shall be employed throughout the entire project. See the specifications Floor Sheathing -' T&G, APA rated STURD-I-FLOOR, blocking required under all edges, glued & nailed. for detailed material and methods. In case of conflict between these structural notes, the project manual and the drawings, the most THIS DOCUMENT,CONSISTING OF PLANS,DESIGNS AND SPECInCAIIGNS specific will govern. IS AN INSTRUMENT OF OUR PROFESSIONAL SERNCE AND THIS Panel Adhesive Per APA Spec AFG-01 DOCUMENT SHALL REMAIN THE PROPERTY OF A0 ENGINEERS, INC. WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-TIME USE OF THIS DOCUMENT AT THE LOCATION SPECIFlED %53 ■ 0 HEREON, ANY RE-USE OF THIS DOCUMENT,IN WHOLE OR IN PART, IS STRICTLY PROHIRITET WITHOUT WRITTEN PERMISSION. DRAWING TITLE: Project & Site Information, Project Information site Plan Applicable Codes -2015 International Residential Code rv, -Washington State amendments to the 20151RC -2015 Washington State Energy Code, Residential Provisions x sr Local Jurisdiction code modifications as applicable. ---------------------- --------- - - --- -----------' � House Information y', EX. GRADE EX. GRADE „ -2 Stories PROPOSED GRADE ""i ' -2 Bedrooms `--=J W WEST GRADING PROPOSED GRADE SOUTH GRADING l �eBaths am SCALE : N6; , I'-01; SCALE : S{6;; , l;_m;; „ll FA � � o A L L E N SEE ATTACHED COA APPROVED Square FOOtages Q f STORMWATER PACKAGE f/SWPP DETAILS. S F Z DESIGN & DRAFTING c+a ck� LL SETH M.ALLEN Main Floor 1,623 Q O 360.483.8530 SVOQE Loft Floor 442 Z alle dml9P.d Ong@ m ll.com jOQ 0' Total Finished 2,065 U Everson,WA 98447 r----, Garage 680 0 I I� Front Porch 28 I ®®® 1 �I� Side Deck w/Steps 182 � ���� Rear Deck w/Steps 324 p I L m HOME LOC.j Q> ---------------------------- - I ON SPACE 1 o Sheet Index �EX.GRADE I AVAILABLE I v �EX. GRADE c---_--u A-0 Project&Site Information,Site Plan &SWPPP Details EAST SIDE G R A D I N G PROPOSED GRADE NORTH GRAD [ N G PROPOSED GRADE A-1 Exterior Elevations A-2 Exterior Elevations SCALE : Y6" = 1'-0" SCALE : X6" = 1'-0" loth Street A-3 Main Floor Plan &Loft Floor Plan A-4 Foundation Plan & Details EXISTING & PROPOSED GROUND ELEVATIONS A-5 Roof Plan, Typical wool &Trellis Details A , SITE AERIAL A-6 Building Sections, Roof Deck Plans, `V SCALE : PER PLAN GRADING NOTES: SCALE :N.T.S. Details&WSEC Information N PROPOSED MINOR GRADING USING ONSITE EXCAVATED SOILS S 1.0 Foundation Plan in Details M 51.1 Upper Floor Framing & I W �J Main Floor Shear Wall Plan � 1 S1.2 Upper Roof Framing & V W Upper Floor Shear Wall Plan 7 ^ ' S2.0 Structural Details L �1\ 52.1 Structural Details W rS3.0 Structural Notes ' ^ I ) v v. oQ� r_ W SEE ATTACHED COA APPROVED �S� I SITE INFORMATION: W 0 STORMWATER PACKAGE f/SWPP DETAILS. g^�' y� EXISTING x\ Address : 2208 1 Oth Street,Anacortes WA GRAVEL ROAD Parcel# : P133009 LL I Legal Lot C, 08 ry AFN# 201508310104 Lot Size : 10,938 (TO PR) 00O OHWM PROP LINE TOP OF PROP LINE SLOPE 33'-6" 59'-2" 25'-0" '13'-m" arid'-r�° r: ` ZONING INFORMATION: W o U R2-RESIDENTIAL 2 N SETBACKS : 20' FRONT SCALED CROSS SECTION ` 15'TOTAL/5' MINSIDE ^' + 20' REAR LAND SCALE : P = 30'-0" COVERAGE : 35% (SHORELINES TO GOV) MAX 3.00' DECK Ht. 18"Max. BLDG HT : 3 STORIES &35' f/FINISH GRADE -2.00' 1 NATIVE SHRUBS &VEGETATION BEGIN WHERE DECK EXTENDS 0'� CK SHORELINES INFORMATION: INTO SETBA \s @TOP OF SLOPE AND CONTINUE TO TOE _ z O '41" E - 57.96' -40.00' -30.00' _20.00 0.00 A I DESIGNATION : SHORELINE RESIDENTIAL 10.00' (RESET) -5.00, STEPS Ht, 18"Max,f/ FINISH GRADE 4.00' w --- L SETBACK : 200'f/OHWM X l CITY WATER &SEWER % LOT w/i : 100% \ \ R WHERE STEPS EXTEND INTO SETBACK EXISTING HOME o 00 = ^ENI�053 -1.50 CGRASS i o co n -@ Q0 00'� o ,__ _„___ . _ a ._ _ TOP OF HIGH BA ) - I OWLVOAC :T sf 7 543sf (TON 01°42'10" E - 130.65' '- C0 = " -- . _ . _ - - �, NATURAL GAS NET LOi sf : 8,SOOsf - ' 1 y _ %ALLOWED : 30% Impervious) --- K _.____, _ .__ _ _ sfALLOWED : 2,SSOsf - TEMP. SILT FENCENG a.00' X - ---- � "- " - ry T _„ " �� ELECTRICAL, TELE-COM GRASS ez 3.2s I SIDE i� T &CABLE I GRADING QUANITIES: \ o V \ A PER ATTACHED Dtl. A I ��� � i I DECK -- / / i I CUT E o I — 1 --- -- DRIVEWAY 2 C a 10'SIDE SETBACK ( ; 2 uYd N c o Z5 c ILD a ---- -----J % I SIDEWALK 6CuYcl o = ° 0 a� a a, O \O \ W \\ �\ 1 ----- — 1 I FOUNDATION : 128CuYd o a o n o c s ?� \v \ L \ \ \ \ PERVIOUS I a o 0 0 a f \O \ \ 1\ \ , \ GARAGE DRIVEWAY I N ASPHALT g C 2 � U \G � \ \ \ 1 CONCRETE o I +TLITY TRENCH 11 CuYd 0 0 0 0 0 EWAY J TOTAL : 167 CuYd 0 .a U m * N STORED ONSITE f REUSE A c 0 S ` O� 9'x4' ROOF AREA ter, I I BACKFILL &MINOR YARD GRADING °c o o T a a ° \ Q G 12 INCL. IN IMPERVIOUS o APPROX.24'x20' — c � CONSTRUCTION FILL c L a `�� \ PQ APO P\S, \ ro\ \ \ \ 5% Max I o m 0 0 E s\y a° \ *•'ems S / \ �I ���R�S�C� \ 3\\ \ \ SLOPE 1 „ E o 0 0 0 \ p \ ( ENTRANCE PER DRIVEWAY BASE 15 CuYd o E Jn -a 0 �.L - \ \ p G� 0 5 \ \ 5� 0c moo — c ? Q R O ➢ m\ \ \ ATTACHED DTL. SIDEWALK BASE 4 CuYd c 0 c a — o s y O^^ A \ \ S� �Q � \ N\ ` EAR I FOUNDATION � — �� L c V' T I I I I -_ I C 'ti \O \ \ sc \O CcRAss �\ ECK \ I 1 REPLACE EX. DRAIN ROCK IOCuYd a o c � o E N � 1 �1 FP TI 1 1 1 o c w s y 7� • \ � \\ o y O n \ \ I w/ 6"d CONC. r +/-TOTAL 29 CuYd rn`a d) 0. 0> 0 u - 0 �T \ PERV. CONC. WALKWAY c c c c 0 a o 'Q PROPOSED I I Y SIDEWALK * BROUGHT FROM o o E 0 E T ��1� 1 1 1 1 I OFFSITE)) 5 0 = 0 c -_ p p� \ \ o \m \ \ 1 - -IG -t- -r-r +- I o I 3 UJ ( — I � o = � pr o \-06� HOME IU o I w \ \ \ \ I I Q ^ I W AREA STUDY: 11 I I I W I a tu w i IMPERVIOUS AREAS PROJECT OWNER&MAILING ADDRESS: 25'-1&411 1 ICLI FRONT PORCH 7'x4' 28sf \ POST G0�1ER I I Z 3 1 O 0 �— I SIDE DECK ROOF 9'X4' 36sf Malcolm & _ 10 o i 00 0 (/) REAR DECK 30"x' ' 180sf Michelle McPhee I GRASS 1 GARAGE Per Plan 680sf 2202 41 st Street 10 0 1 u X LC I HOUSE Per Plan 1,623sf, Anacortes, WA �W L-f� @ I 00 0 I Z of O 2,547sf 98221 �Iy olo alN EX GRP�P`S Z Q a ALLOWED : 2,550sf > 2,547sk AWN BY: SMA �1� �I� �1� �1� \�{\�N�ER i Q 1 w Q �� �.�1 CHECKED BY: SMA `. DESIGN BY SMA PERVIOUS AREAS DE S _--• _,\t` I L--1--1---L 0 I I DRIVEWAY 28.5'x20' S70sf PROJECT NO.: zo161oa1 \ --°- °{ ° o ___e— _e _ ---•-- WHEN THIS DRAWING IS REPRODUCED AT _. __ , _ _,____°_ ----I Q I � FRONT WALKWAY : 31.5'x3' 95sf l (V ORIGINAL SCALE. THIS BAR=1 INCH l X_5 4.00' S'SIDE SETBACK I I SIDE DECK N/A 05f — )( 2.25 -1.25' I�Z I REAR STEPS N/A osf 1 I NCH ' X X I 6655f \ N O1°53'41" E - 160.58' I t ^ 0 z RIGHT OF WAY AREAS ® I ASPHALT DRIVE 12.5'x20' 250sf HOUSE TO HAVE PERIMETER PERF & TIGHT LINES WHICH FLOW TO THE in I CONC.SIDEWALK: 20.0'x5' 100sf 9-17 PROPOSED SMALL DIAMETER RESIDENTIAL HDPE STORMWATER OUTFALL SYSTEM. 35osf oo Pen*Se°OOSeI 024916 SEE INCLUDED PACKAGE OF ISLAND COUNTY 8.5x11 PLANS, SHTS. 1-4 HOME UNDER CONS;::, CTION NO. REVISION/ISSUE DATE' (APPROVED f/ USE BY CITY OF ANACORTES PUBLIC WORKS) NOTE: SEE ATTACHED COA APPROVED 1 ix17 STORMWATER SITE PLAN A O SITE PLAN f/SWPP PLANS, PERVIOUS SURFACES,DRAINS,ETC. Construction Ne SCALE : 1" = 10' Set 03-29-17 DRAWING TITLE: ELEVATION NOTES Exterior Elevations 1. BUILDING EXTERIOR & ROOFING TO BE FLASHED & INSTALLED PER BUILDING CODE, MANUFACTURERS SPECS, &ACCEPTABLE CONSTRUCTION STANDARDS. 2. HOUSE WRAP OR FELT BUILDING PAPER TO BE INSTALLED PER MANUFACTURERS SPECS. 3. SEE WINDOW AND DOOR MANUFACTURER'S RECOMMENDATIONS FOR INSTALLATION AND SOLAR PANELS,TYP. WEATHER PROOFING. 4. FOUNDATION STEPS SHOWN ARE ESTIMATES. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR DISCREPANCIES BETWEEN DRAWING AND ACTUAL SITE CONDITIONS. ALL 5. DOWNSPOUTES NOT SHOWN FOR CLARITY. GENERAL DESIGN & DRAFTING CONTRACTOR SHALL COORDINATE FINAL LOCATIONS. SETH M.ALLEN 360.483.8530 6. ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN auen.design.drafling@gmcii.com PRESERVATIVE TREATED WOOD OR PRIMED P.O.Box 732 TP LOF Everson.WA 98247 WOOD SHALL BE PRIMED AND/OR TREATED IN - - - - - _ _ _ _ _ _ - - - _ _ _ _ _ - - THE FIELD IN ACCORDANCE WITH AWPA M4 HDR LOFT PER IRC R317.1.1 - 7. SEE STRUCTURAL PLANS FOR EXTERIOR DECK/PORCH & GUARDRAIL CONSTRUCTION - j STANDING SEAM METAL ROOFING,TYP. DETAILS. IF NONE PRESENT,THEN CONTRACTOR MAY REFER TO THE FOLLOWING: a. 2015 INTERNATIONAL RESIDENTIAL CODE. 3 2 ® 3 b. AMERICAN WOOD COUNCIL TRU55 HEEL PERSCRIPTIVE RESIDENTIAL WOOD DECK - - � CONSTRUCTION GUIDE, DCA6-12. FFLLOFT _- _ - - TPGRG c. CITY OF KIRKLAND-MYBUILDINGPERMIT.COM P MAwh� �— CONSTRUCTION TIPSHEET 5, PERSCRIPTIVE — — — — - RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE HDRMAIN VERSION 2012 VELOPTER DETAILING IS RESIDENTIAL CODE. ❑ ❑ �� �� j 8. EXTERIOR ENVELOPE DETAILING IS NOT INCLUDED IN THE DESIGNERS SCOPE OF WORK. CONTRACTOR SHALL BE RESPONSIBLE. = Kt U-- ~ 00 - - - - 0 W EXTERIOR STAIR NOTES _ - U w 1. STAIR TREAD RISE NOT TO EXCEED 7K'• 2. STAIR TREAD DEPTH NOT TO BE Top STEM LESS THAN 10". i FFL MAIN MATCH MAIN FFL) 3. STAIR WIDTH TO NOT BE LESS THAN 36". �Q - - - (MATCH W ror srEnn - - - - - - - -- - -r ' ^ 4. STAIR NOSING TO BE PER IRC. i9 I v , 5. EXTERIOR STAIR TREADS SHALL PROVIDE TRACTION L-------------------------------------------------------- DURING WET AND COLD SEASONS. i m L_______ _ J Z LU J /\ ----------------------------------------------------- v 6. THERE SHALL BE AN IRC COMPLIANT HANDRAIL ON rL-------------------------- ---------- --------------- -------- - --`--------- S � IQ� v ' �— LLI AT LEAST ONE SIDE WHEN THERE ARE FOUR OR W L------------------------------------------------------------- -------- ------------� Ql7 W O LLJ MORE RISERS IN A STAIR RUN, HEIGHT SHALL BE BEWTEEN 34"-38"FROM NOSING OF TREAD. W TRELLIS PER Dtl CC/A-5,TYP. EXISTING GRADE,TYP. 61 w ^' 7. OPEN SIDES OF STAIR RUNS THAT HAVE A HEIGHT OF 4 0 PROPOSED GRADE,TYP. it I..L 30"OR MORE SHALL HAVE GUARDRAILS AT 36"min. 0 SOUTH ELEVATION fl� IN HEIGHT AND SHALL COMPLY WITH IRC 312 FOR iv �\ SCALE : Y4" 1'-0" M O OPENINGS AND STRUCTURAL REQUIREMENTS. W W O z NU N Q z <C 2x12 PPS. BARGE w/5/4x4 PPS OVER %4x8 SHADOW BOARD, TYP 12 3l 1 iP LOFT - - - - — - - - - - _ — - - - _ �/ . 12 /' 12 WINDOW & DOOR TRIM,TYP. 9 D / , 9 HEAD: Z-FLASHING _- Y4x6 PPS. a 2X3 PPS.TAPERED LEDGE 2x8 PPS. FASCIA w/CONT. METAL GUTTER, 0 2 E o a SIDES: -Y4x4 PPS. DOWNSPOUTS PER OTHERS, TYP m ° U � 12 c c o rna > o BOT : �4x4 PPS. ° a c a a m a � 3 0 o c a o c 3pi// / J 3L o o Q a o fFl LOFT — — — — _ / -- '/ -- _ I - _-- — — — — —TP GRG - O U >. CL a C ' N c E O N N 6 _ rP NORTH WALL _ _ _ _ _ / a O E J0 a er — - - - - - - - HDR GRG � 0 � O D HDR NORTH WALL 1 J I L� � O � _ SEE SECT A/A-6) r ! O w a E a yv ❑ C N a C C ` U: m Q LA a a O O- C L ao 5� u SET r ._ &Q �.,- Q G Z N L O l v - PROJECT OWNER&MAILING ADDRESS: - Malcolm & 4�4 TOP L Michelle Street McPhee MATCHMAINFF FFL MAIN 2202 4lt - - - - - - _ Anacortes, WA TOP STEM — — — — — — — _. — — — — — — — . — _ _ — — — — 44 - B�OPE i 98221 - - - - - - i DRIVEWAY STRIP DRAIN TIED ' - I CHECKED BY: SMA - - _ _ _ - - - - -------------- ----------------- _-- -- ---------1 TO HOUSE TIGHT LINE DRAWN BY: SMA DESIGN BY: x W i ----------A 1 Vr' -- -----J = W PROJECT NO.: 201610.1 ---------- ----------------------------- HEN S DRAWING IS CED r ___� i_`________________________________________yJ J W WORT ORIGINAL SCALE, THIS BAR=DIUINCHAT _ Q 1 _ _ _________________________ ______I = Q Q I = X �___ I N CEDAR SHINGLES w/5"EXP,TYP = X I, I INCH I ® ---- -------------------------------------------- 9 0 I I � W It I rW i r \ N :CW C4 rJ-- -- ------- ----- -----Li r Q L J---------------- W 4'4x4 PPS BASE w/Z-FLASHING,TYP T I i U! 1 01 Consimcfion Set 03-29-17 1 00 Permit Set 12-29-16 1_C _L, ��� x NO. REVISION/ISSUE DATE: WEST SIDE ELEVATION A- 1 SCALE : Y4" = 1'-0" Construction Set 03-29-17 DRAWING TITLE: ELEVATION NOTES Exterior Elevations 1. BUILDING EXTERIOR& ROOFING TO BE FLASHED & INSTALLED PER BUILDING CODE, MANUFACTURERS SPECS, &ACCEPTABLE CONSTRUCTION STANDARDS. 2. HOUSE WRAP OR FELT BUILDING PAPER TO BE INSTALLED PER MANUFACTURERS SPECS. 3. SEE WINDOW AND DOOR MANUFACTURER'S RECOMMENDATIONS FOR INSTALLATION AND WEATHER PROOFING. 4. FOUNDATION STEPS SHOWN ARE ESTIMATES. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR DISCREPANCIES BETWEEN DRAWING AND ACTUAL SITE CONDITIONS. 5. DOWNSPOUTES NOT SHOWN FOR CLARITY. GENERAL DESIGN & DRAFTING CONTRACTOR SHALL COORDINATE FINAL LOCATIONS. SETH M.ALLEN 360.483.8530 b. ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ---- —_.-_ aNen.design.dmPong@gmailcom PRESERVATIVE TREATED WOOD OR PRIMED —-- --- - - - _ _ _ _ _ _ _ TP Lofr P.O.Box 732 WOOD SHALL BE PRIMED AND/OR TREATED IN - — — — — — — — — -- — _ — — — — — — — — — nORTo� THE FIELD IN ACCORDANCE WITH AWPA M4 __ E e son,WA vBza7 PER IRC R317.1.1 I 7. SEE STRUCTURAL PLANS FOR EXTERIOR DECK/PORCH &GUARDRAIL CONSTRUCTION DETAILS. IF NONE PRESENT,THEN CONTRACTOR J MAY REFER TO THE FOLLOWING: a. 2015 INTERNATIONAL RESIDENTIAL CODE. 12 12 3 b. AMERICAN WOOD COUNCIL 3 C::� TRUSS HEEL PERSCRIPTIVE RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE, DCA6-12. OQ. —FFL LOFT c. CITY OF KIRKLAND-MYBUILDINGPERMIT.COM _ — — — t= TPMAW CONSTRUCTION TIPSHEET 5, PERSCRIPTIVE TPNORTHWALL_ _ _ _ �— RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE - _ _ _ - - -_ - -_ I��tl 4.,. ~ — — - - - - - HDR MAIN VERSION 2012INTERNATIONAL RESIDENTIAL CODE. 8DB ECTA wnu L �� (SEE SECT A/A-6) i 8. EXTERIOR ENVELOPE DETAILING IS NOT INCLUDED n 1 IN THE DESIGNERS SCOPE OF WORK. tl �• �I CONTRACTOR SHALL BE RESPONSIBLE. Uj M ulJ W EXTERIOR STAIR NOTES �I Uj 1. STAIR TREAD RISE NOT TO EXCEED 7-4". �1 jj I l�:! ^� 2. STAIR TREAD DEPTH NOT TO BE L.L Q TOP STEM ( _ I r I LESS THAN 10'. (MATCH MAIN FFL) I - ' — — — — — — _FFL MAIN 3. STAIR WIDTH TO NOT BE LESS THAN 36'. �1 - _ — — — — — —TOP STEM Q G /) 4. STAIR NOSING TO BE PER IRC. V 5. EXTERIOR STAIR TREADS SHALL PROVIDE TRACTION __ I - --- ------------- ----- _ 1 ' ^ DURING WET AND COLD SEASONS. = W L--------------------- ------- i 2 w i � L U i i i i v ' b. THERE SHALL BEAN IRC COMPLIANT HANDRAIL ON I ------ t --'- ---- -- H I I ---' I I ,. ....,-w AT(EAST ONE SIDE WHEN THERE ARE FOUR OR W FABRICATED METAL HANDRAIL, I ------ W - ------ w r _______ _________ _______________i ( w MORE RISERS IN A STAIR RUN, HEIGHT SHALL BE t7 BIDDER DESIGN i Q i i A W t l I I ------- --------------------------J 2 W O BEWTEEN 34"-38"FROM NOSING OF TREAD. 7. OPEN SIDES OF STAIR RUNS THAT HAVE A HEIGHT OF iv W 1--L it1 1--L ---------------- i- ,`, ----- i ------- ------- I FABRICATED METAL HANDRAIL, Q y Aw QI 3d'OR MORE SHALL HAVE GUARDRAILS AT 36"min. L----J ----J --------------------- ----- BIDDER DESIGN I I ---------------- I 1 IN HEIGHT AND SHALL COMPLY WITH IRC 312 FOR �y OPENINGS AND STRUCTURAL REQUIREMENTS. ii� �ii� � c V0 S ' I I I I - O NORTH ELEVATION . W SCALE : Y4" I'-O ` U _ Z N Q Z Q 12 3C:: � - - - - - - - - - - - - - - - - - - - - TPLOF r 12 12 I # oa E o o ° " a � . a o CcNc:aa �oag oa apo � 12 o oa " c u ` c o o - - - - - - - - - - Co p O CTP GRG $ v — — — — — — — — — — t2 ......._ �7M _ E ` O ` N N TP NORM WALL N U y , —— — — — — — — — li - — — — — HDR N WALL pT a _ C O p a C JE­][ � - ❑ / • (SEE NAeI d O M N H p E y� Y -0 O N L at-C C a m p U } N �\\ cCc �n ct ppa \ _ _ + D L4 U _a N tl PROJECT OWNER&MAILING ADDRESS: � f / Malcolm & TOP STEM s - L Michelle McPhee — - -- _ F .° (MATCH MAIN FFL) AArr— _ 2202 41 St Street 5. _ = Anacortes, WA 1 SLOPE - - -_ - __ .- - -_ - -- - - - - _ _ _.. _ - - : - - - -_ --'C_ST[yn 98221 DRIVEWAY STRIP DRAIN TIED `� ? - -- — — — — — — — — I — — — — — — — — — — — — — — — — — — CHECKED BY: SMA TO HOUSE TIGHT LINE =w r1 _______1, ____ , 4- - - - - - + L_______________ __ ___-____--__________ e I - DRAWN BY: $MA L---------------- --------_.--___----_____---_-_--_-_-_____--__ ------------------------ I i DESIGN BY SMA -----------'--- --�p --1 j I 7 PROJECT NO.: 201610-01 HEN THIS Q 3 L______ _______ --_-_---_____-__-_________-_-_____________---_--_---_ ____ __ _ - --, 1 G W ORIGINAL SCALE, H B REPRODUCED INC AT L-------- J. W ORIGINAL SCALE. THIS 8AR=11NCH ®W STRUCTURAL BRACKET Z W L_ I II INCH �+ w PER Dtl BB/A-5 18'Max TO FINISH GRADE , i 0 X — f/ SETBACK ENCOACHMENT w L1L� ' W ♦ I Q 4 EAST S DE ELEVATION E 9 w 01 Const won Set 03-29-17 SCALE li4n • 1'-0' !V 00 Pe"It Set 12- -16 J NO. REVISION SSUE DATE: A-2 Construction Set 03-29-17 DRAWING TITLE: 13'_0- 30'_0" 1'_21' 9'-loll Foundation Plan & Details SEE SITE PLAN & GEO-REPORT 6"SON TUBE ¢VA-6 „ ¢ " f/ REQ D FOOTING DEPTHS, 16"SONO TUBE& - 14 "9 - F3.00ONC. PAD 3' min. STEM WALL CONT.9"GRACE VYCOR SELF-ADHERED FLASHING I OVER WOOD WALL FRAMING WITH PER S1.0(1 OF 4) CONT.26 ga.GALV.FLASHING BETWEEN CONC. TURN-DOWN AND BLDG. TRT 4xlO ( TRT 6x12 r -1 TRT 410 I I CONTRACTOR TO COORDINATE DISTANCE B/T T.O.S.&HOUSE F.F.L. I I I 1 I = #4 REBAR SLAB TIE-IN (DOWEL) @ 30 STRUCTURAL INFORMATION SHOWN ON O.C. 0 I I I I I I I I I ( I I I I I I I I 1 I I I ' STRUCTURAL SHEETS & CALCULATIONS TRT 2x6 DECK JOISTS @ CHAMFER EDGE 4"CONC.SLAB w/FINISH & ' 16"o/c,SEE S1.0 ( TO INCLUDE BUT NOT LIMITED TO: �o I I I I I I I I , I I I I I I I I 1 OFCONC.SLAB REINFORCEMENT PER PLAN DECK TO BE CONSTRUCTED �� I I I I SHEAR WALLS, HOEDOWNS, HARDWARE, A L L E N x"°�" L 1_1_L_-SLOPE T.O.S. F.F.L. PER ENGINEERING _ �- t TRT2x8LEDGER - I - f I - - FOUNDATION, POSTS, KING STUDS, ETC.(�L " ° I I I DESIGN & DRAFTING L JL JL JL L JL JL JL L L JIL �L JIL JL JL JL L JL JL JL JL I SETH M. ALLEN GUTTER \ 360.483.8530 I (i l j 8"xi6"FOUNDATION VENTS I I clen.design.dmfHng@gmail.com FlLTERGH%j \\ a o,° I olljl PER IRCR408.2, I C - - - - - -- - - - - - - - - ------- - -- - - - - - - - - - 1 I P.O.Box732 Everson.WA 98247 FABRIC- , �.�i II SEE FNDN ir'min.CLEARf/HOLDOWYP, I A I I�� I FOUNDATION NOTES y\\�� COMPACTED '� ,q _ FILL �C` II DTLS F/ I I I I l :.' 0 I � ( I 1. SEE ENGINEERS PLANS &SPECIFICATIONS FOR WALL INFO I PROVIDE INTERMITENT DRAINAGE _ ( I N STRUCTURAL RELATED ITEMS. THE DESIGNERS PIPES THRU ALL CONT. FOOTINGS, FOUNDATION PLAN IS FOR DIMENSIONAL AND IRC \ I I CONTRACTOR TO VERIFY a I I O RELATED INFORMATION ONLY. \\ \ \\ \\ \ \\ \\ \\ \\\\ \\ \\ - L 24'Sc30' I I ¢ ¢ ¢ ¢ ¢ I I M 2. ALL METAL FASTENERS, HARDWARE, & FLASHINGS \ \ \ \ \ \ \ 1 " ' u ' " ' " ' " ' " �QQ \ /\\/\\ \/\\ GALV ACC - fd 4-Im 4 -I® 4 -Ia 4 -10 S -10 - THAT COME IN CONTACT WITH PRESERVATIVE ',/',/',/i•/'./i�/i�/i /\/\/\/\/\/\/\/ WELL TREATED MATERIAL (MUD SILL,TREATED PLYWOOD, 4"PERF.PIPE \ \ /\/\/\/\//\//\//\/X/, - -- - - - - - -- - I I I DECK JOISTS &BEAMS, ETC.) MUST BE HOT DIPPED w/GRAVEL FILL \\/ FOOTING PER STRUCT,\,�\/ /�\/\\/\\/\\/\\j PER ' i<\!i\\!i<!i<!<<<!i<!i�<!i<!\\!i\\!i\\!r\\!i\\!i\\!r,\\!i\\% I I I GALVANIZED OR STAINLESS STEEL. VERIFY WITH BEARING SOIL STRUCT. i r-- -- - - -- - - - _ _ , L __ _ J I PRESERVED WOOD MANUFACTURERS - _ 4x10 _ I -_- -_-�_ DF#2 -�_-___�-__ _ __� I SPECIFICATIONS FOR ACCEPTABLE PRODUCTS & I I -- - ------- - - - I STANDARDS BEFORE INSTALLATION. s I -r I ----- 6x6 TRT w/ , r - - - - - - --I f1'I F3.0 PER STRUCT. I I r, I L 3. FOUNDATION DRAIN AND GUTTER TIGHT LINE N A FRONT PORCH DETAIL I I' I u I r DISCHARGE LOCATIONS, CONTAINMENT,AND 11-7/9 .11210I-JOISTS I DISPERSAL SHALL BE APPROVED BY PUBLIC r1 1 1 1 @ 16'o/c 1- - - _1 1 I WORKS STORMWATER ENGINEER. �y��I 14'-V4" 3'-�yq" 12'-bg/4" I 'II I 4. ALL CUT ENDS, NOTCHES,AND DRILLED HOLES IN Uj 18 PRESERVATIVE TREATED WOOD SHALL BE TREATED W tly. I N Crawl Space r- - -I ¢ I 1 TYP - IN THE FIELD IN ACCORDANCE WITH AWPA M4 It f r dS _ _ _ N 0 PER IRC R317.1.1 �/ W CONT,9"GRACE VYCOR SELF-ADHERED FLASHING I I g^ I I I I 6) OVER WOOD WALL FRAMING WITH 1 I ( 6 \ISQUEEN CONE 26 ga.GALV.FLASHINGDOWN BETWEEN BLDG. L_ __ - - -- _ _ _ J I //� I 6x6 PT W/ hill, I ` r Q CONTRACTOR TO COORDINATE O �—-—�— v _ - ( //� \/' / \\ L _ - _ J F3.0 PER STRUCT. CRAWL SPACE VENTILATIONS TURN-DOW N AND BLDG. (II, I - - Uj I - - - -�/ / �� _ _ _ __ 4x 10 _ - - - -- - --- - - - - I I. CRAWL. SPACE AREA ib24 SF. PERVIOUS CONCRETE OR TILES -- - - J --� L 8W DF#2 BW DISTANCE BIT T.O.S.&HOUSE F.F.L. Z I _ ' ^ 1 - - - g—i _$�- _ —� _.--B I 2. CRAWL SPACE AREA / 3W - AA SF, Q V O — J = OF PENT AREA REGIUIRED. CHAMFER EDGE � O m w x I " + 1 L „ l+ 4'-lID" 4'-10" 4'-10" °�4" L _ - -- - 0 3 C ISRI EFFICIENCY 0bl SF8PER,VENT. , OF CONC.SLAB DRAWABLE SUBLAYER Q r 4'-II9/a" 4'-1 4 1 4 -9 S'- ' CONC,TO BE f/PERVIOUS MATERIALSy o m I 4 FINISHED LEVEL SURFACE i N I P� 4'i ¢ ¢ \g ¢ ¢ ¢ ¢ SSE 4. VENT AREA /0b1 - _VENTS. ♦ /� F.F.L. 3 I ADD JST O �' ( C , T.O.S. - I z , > - I - - - - a , ° 0 Q l I (Q f�/ PLUMB - 11 w 3 I I 1 1 z 0 B LOCATIONS. SFaOUdJ CSEE PLAN FOR 46; _ 1 I % / I 11 °w w I I 1 0 6. VENTS STALL BE COVERED WITH CORR- 3 I�; 3 to OSI�I RESISTANT WIC MESH W/ OPEN- CD UJ O �-- N y X a ~ 4 4F'4 3 5 3 -5XJ 04 3 - 1 ING9 OF >rs" MAX r 1M11 6% Q 8 odlll. - L. - '1. JOIST MUST BE ntthh I "-IQ` l�'4( ID%4u 4` 9'-I0�/q" C' 4,-aj„ I1,-•4" i I VENTS LOCATED M RIM m= CsL p ' SEE FNDN 9 ° vl 1 r _ 4xlo Imo, _ _ - - --- — �- - - -- -- _ _ -- 1 -- - --I s. VENT PLucsMUB SE PROVIDED. m" 71T7 i\\/ ° II CO DTLS F/ Z — — — DF#2 COMPACTED II fq O I ( - i\\i\\i\\i\\i� FILL WALL INFO r _u I ��� L - - - _ L o _ Bw Bw ew O --- - - —� -J - -- -- - - -- - -- - - - — — � - - I- - - - - - - -- Patio Slab r I PT 4x4 POST W/ , I 5�� ( I I - O 18'k8"CONC. I I I 6" PERVIOUS CONCRETE SLAB ^ , r } - STRIP FOOTING 1 I I PERVIOUS CONC.SUBLAYER V 5 I 1 I COMPACTED FILL PER S3.0 I N 1 1 it PERSI.O, TYP, n 1 i I I /�I FOUNDATION /`\\ \%\\%\\% /\\%\\%\\%\\%\%\\%\\%\\%\\%\\% \\%\\%\\%\\ a- aol I Z PER STRUCTip. BEARING SOIL 4"PERF.PIPE GUTTER ,Z w/GRAVEL FILL TIGHT LINE I I ,fit++ J ^, ( I ( I w O I 10 FILTER 1A I ILL' - -_ - -I ( I 1 I - FABRIC = I = s J J 1 W O I i LSLPERENG / J r - - - - - - - I ' i 1 U � 1 1 19Yz"TJT110 IJOIST I I I sr I I o z - I I B FRONT PORCH DETAIL I @16"°% _ ADD JST 1 f/ZERO CURB 1 I I f/PLUM I 1 Porch Slab I I I a 0 I A-4 SCALE : 3/4" - 1'-0" I I TILE SHOVER I I V EXP.AGG.CONC. 1 1 1 z 1 L - - - - - _ _ -� 4x10 I REINF. PERSID I l I 0 DF#2 - - - -- - 1 COMPACTED FILL _ - - - I PERS3.0 1 1 ( L- - - - - - - - - - � - L - - -- °� Q - - - - - r- - - - -- - - e m (- I- - - - - - - - FLAT C, 1 I 2"SLOPE - -- - --- -- - - - - - -1 1 - - -- J A 1 RISE 1 I 1 a I I 1 0 ` o 1 r_ � - - - - - - r _ � A-4 I 1 I I 0 0 S2.0 L J L _ J 27 I I 1 I oo ° Eoo � o s - `—r - I -- N 6 c ° ° U 4/8 ( I p ¢ 0 1 I c o ° ? o o E Q } c nj - ( EXPANSION JOINT/ 6 ° 'SQ' N I CRACK PREVENTION I c E p t y aj 2 I 1 PER CONTRACTOR I I d ° ° o : o 9 I I Garage Slab I I rn ° rn y N 6 0 1 ( 4"CONCRETE SLAB 1 1 - o ° rn a o E 1 ( REINFORCEMENT PERSI.O ( l 9 ca ° act o `o a 8x8 TRT POST w/ 1 I 6 mil YISOUEEN I 1 n o o a m o ° E cv 16"SONO TUBE & �� I l COMPACTED FILL PER 53.0 I I ° °c 9 o o F2.0 CONC.PAD I 1 w c Y o 6 0 ° o PER S1.0 (1 OF3) I I I I - ° + = ° ( I h I 1 PROJECT OWNER&MAILING ADDRESS: ® I 1 1 Is" I I Malcolm & I TYP I I l Michelle McPhee 2202 41 st Street Anocoo 9 4°/s" 19g/e" 2% I I I I 98221ortes, WA I I GNW FOUNDATION ¢ 1 1 1 CHECKED BY'. SMA 1 PER DTL 4/S l.0 1 I DDRAWN BY SMA ESIGN BY: SMA 1 1 I I PROJECT NO.: 201610-01 1 CUT NOTCH IN STEM WALL CUT NOTCH IN STEM WALL WHEN THIS DRAWING IS REPRODUCED AT ORIGINAL SCALE, THIS BAR=I INCH F I f/CONC.SLAB TO PASS OVER � f/CONC.SLAB TO PASS OVER 2% 9'-3" 9" I I Em 5%MAX. 5%MAX. 24" �'_0- SLOPE 23,_0" SLOPE Ot Consiructlon Set 03-29-17 I 00 Pemtit Set 12-29-16 NO, REVISION ISSUE DATE: /AA DRIVEWAY STRIP DRAIN TIED TO HOUSE TIGHT LINE A-6 A-4 FOUNDATION PLAN — Construction SCALE : Ya" I'-�D" Set 03-29-17 DRAWING TITLE: Roof Plan, AA ATTIC VENTILATION - REAR DECK Mono Overhang & STRUCTURAL INFORMATION SHOWN ON Roof Bracket Dtls. 2411 A-6 ' STRUCTURAL SHEETS & CALCULATIONS PT 6x6 POST (1 OF 4) REQUIRED VENTING AREA: 1/150 OF ATTIC AREA or 1/300 w/40-50%®MAX.36"BELOW TOP (OPTIONALTRTGLU-LAM COLUMNS) TYP.FAVEVEW2.0"DIA.HOLES=3.14SOIN.FREE TO INCLUDE BUT NOT LIMITED TO: 3HOLE T AREA PERRA=3.'4x,6s=2.41=6,12 SHEAR WALLS, HOLDOWNS, HARDWARE, 3 HOLES PER RAFTER BAY=3 x 2.041=6.123 SQ IN. ROOF VENTS=50 SQ.IN FOUNDATION, POSTS, KING STUDS, ETC. ATTIC VENTILATION - DORMERS ATTIC VENTILATION - UPPER SIDE I REQ'D VENTILATION AREA:1/3DOx 144 x 251 SF=121 SQ IN. REQUIRED VENTING AREA: REQUIRED VENTING AREA: _ _ _ _ _ _ _ ' PROVIDED 11150 OF ATTIC AREA or 1/300 w/40,50%0 MAX.36"BELOW TOP 1/150 OF ATTIC AREA or 1/300 w/40-50S 0 MAX.36'BELOW TOP - - - - - Z-- - --- AT AV TYP.EAVE VENT 20'DIA.HOLES=3.14 SQ IN. TYP.EAVE VENT 20'DIA.HOLES=3.14 SQ IN. I 1 (OPTIONAL GLU-LAM) FREE VENT AREA-3.14x.65=2.041 SQ IN. FREE VENT AREA=3.14x.65=2.041 SQ IN. I 6x12 DF#2 ABOVE LOWER EAVE_BIRD BLOCKING 0 ' 11@6.1235Q IN EACH=675Q IN. 3 HOLES PER RAFTER BAY=3 x2.041=6.123 SQ IN. 3 HOLES PER RAFTER BAY=3x 2.041=6.123 SQ IN. I I ROOF FRAMING NOTES ROOF VENTS=50 SQ.IN ROOF VENTS=50 SQ.IN ROOF2WALL VENT @ TOP:22 LF @ 6.75 SQ IN.PER LF-149 SQ IN. I I (COR-A-VENT TYPE OR EQUIV.) REQ'D VENTILATION AREA:1/300 x 144 x 637 SF=306 SQ IN. REQ'D VENTILATION AREA:1/300 x 144 x 284 SF=137 SQ IN. ENG MONO-TRUSSES - 1 TQTALPRQy1DED:505 SQ IN. 1. METAL PANEL ROOFING rial @ 24"o/c PROVIDED PROVIDED I I I a. METAL ROOFING BRAND &SERIES A L L E N � A EAVE: HANG HEADER I HANG HEADER SHALL BE SELECTED FOR USE ADJACENT TO DESIGN & DRAFTING AT EAVE, T V : I I BIRD BLOCKING @ BOT : 22 @ 6.123 SQ IN EACH=134$Q IN. BIRD BLOCKING*ROT : 4 @ 6.123 SQ IN EACH=255Q IN. TO BEAM, 4X4 DF#) POST 4x4 DF#1 POST ABOVE LOWER EAVE ABOVE LOWER EAVE: I I TO BEAM, PER ENG A MARINE ENVIRONMENT. RIDGE VENT @ TOP: 22 LF @ 12.0SQ IN.PER LFMIN. -264SO IN. RIDGE VENT @TOP: 8 LF @ 12.0 SQ IN.PER LF MIN. =96 SQ IN. PER ENG _ ____ B_EAM ON T_OP OF WALL __ _ _ SETH M. ALLEN (COR-A-VENT TYPE OR EQUIV.) 1COR-A-VENT TYPE OR EQUIV.) b. MATERIALS AND METHODS PER 360.483.8530 MANUFACTURERS INSTRUCTIONS oIIen.d"gn.dr0PongQQMoI1.corn TOTAL PROVIDED:398 SQ IN. TOTAL PROVIDED:121 SQ IN.(OPEN TO REAR DECK ATTIC) P.O.Box 732 t IV TJI 210/230 I-JOISTS t c. UNDERLAYMENT PER MANUFACTURERS Everson,WA 98247 3:12 I @ 16"/24"o/c 3:12 REQUIREMENTS FOR WARRANTY. DESIGNER RECOMMENDS GRACE ICE& ROOF TO WALL VENT jI II WATER SHIELD INSTALLED PER 3-1/2"GLB w/2x FURRING f/DORMER WALL I MANUFACTURERS INSTRUCTIONS,OR SIM. ABOVE & 1/7'FURRING ON TOP (OR 5-1/2" LB) , - - - ' d. FLASHING PER MANUFACTURERS HELD 1-I/2"OUT FROM INSIDE FACE OF STUD \ (3)TP / \ (3)TP / \ (3)TP / 3-1/2"GLB w/2x FURRING f/DORMER WALL REQUIREMENTS FOR WARRANTY. __ \ ABOVE & 1/2"FURRING ON TOP (OR 5-1/2"GLB) , / HELD 1-1/2"OUT FROM INSIDE FACE OF STUD 2. ROOF UNDERLAYMENT w \ / w a. SEE DESIGNERS RECOMMENDATION FOR HANGER PER PLAN _ HDR - I \ / II \ / III \ / UNDERLAYMENT TYPE ABOVE. OSB RIM JOIST o X o X o X o b. IF FELT IS USED,THEN FOLLOW IRC TABLE TOE NAIL I / \ II i \ II / \ PER PLAN ♦ m / \ m / \ m / \ m R905.1.1(1). SEE BELOW FOR ROOFS SLOPED r� OR MIN. HARDWARE / \ / t \ / \ t LESS THAN A 4:12 FOR INSTALLATION t9:12 / \ / 3:12 \ / \ 9:12 REQUIREMENTS, ^' 3:12 // \\ // \\ // \\ - - c. UNDERLAYMENT SHALL HAVE TWO LAYERS ` �1 _ _ _ z _ _ _ - y _ - - - _ _ APPLIED IN THE FOLLOWING MANNER: N II 11 II II APPLY A 19"STRIP PARALLEL TO AND II II II II STARTING @ THE EAVES. STARTING AT THE w PPS 2x8 FASCIA BOARD EAVE, APPLY 36"WIDE SHEETS WITH AN Uj ENG MONO-TRUSSES 14"TJI 210/230 I-JOISTS OVERLAP OF 19". w/ 2x6 SPF BACKER @ 24"o/c o @ 16724"o/c v �J 2. TRUSSES TO BE ENGINEERED &CHECKED BY LIJ CONT. STRIP SOFFIT VENT, 2'_mry PER PLAN 51f min.RIDGE VENT t9:12 m TRUSS &CONTRACTOR BEFORE Z INSTALLATION. SOFFIT 3. ROOF PITCH TO BE AS NOTED PER 9:12 ELEVATION PLANS L U > \ 3. ALL TAILS &GABLE END OVERHANGS Q (� TO BE PER PLAN - T - - 4. PLACING OF HIP &GIRDER TRUSSES BY I N'TJI 210/2301-JOISTS ENG MONO-TRUSSES 14"TJI 210/230 I-JOISTS TRUSS MANUFACTURER _ ' ^ m Q @ 16"/24"o/c @ 24"o/c I @ 16724"o/c (� v I A MONO TRUSS OVERHANG I 5. USESIMORTINPSON STRUCTUSTOHANGTRUSSES H n n _' TO SUPPORTING STRUCTURE uU u u W O 8 o ; 12 3:12 7. HATCHED AREAS TO BE STICK FRAMED o A OR TRUSSES PROVICED,SEE STRUCTURAL o A_5 8. H-CLIPS PER STRUCTURAL SHEETS Z ROOF 9. BEAM BEARING POINTS SHALL BE (3) STUDS00 W BELOW UNLESS OTHERWISE NOTED. O O (6)2 DIA. HOLES g 10. ALL METAL FASTENERS, HARDWARE, & FLASHINGS(6j 2 DIA.HOLES ROOF SUPPORT THAT COME IN CONTACT WITH PRESERVATIVE U f/VENTING V VENTING IN ♦''- 3 TP, SEE ENG BRACKET, '� � TREATED MATERIAL (MUD SILL,TREATED ` �1 O - - SEE Dtl B/A 5 �++sLrT PLYWOOD, DECK JOISTS & BEAMS, ETC.) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL. N SHOWN f/ REF. ONLY, BRACKET TOP TO ROOF TO WALL VENT > VERIFY WITH PRESERVED WOOD MANUFACTURERS o SPECIFICATIONS FOR ACCEPTABLE PRODUCTS & 7 ACTUAL VARIES b/c OF HIP ANGLE SCREWS =I �1 STANDARDS BEFORE INSTALLATION. Z INVERTED HANGER I C x j! 11. CONTRACTOR SHALL VERIFY THAT THERE ARE (UPSIDE DOWN) ( APPROX. 12"xl8"VENTILATION OPENINGS BETWEEN Q 3:12 �� ATTIC SPACES WITH OVERFILL SHEATHING SOFFIT VENT, CONT. STRIP - I �I / SEPARATING THEM + x BRACKET PLATE TO PER PLAN HDR z 12. CONTRACTOR SHALL VERIFY THAT THERE ARE TOP SCREWS ENG MONO-TRUSSES UU > I ACCESS OPENINGS BETWEEN ATTIC SPACES 4x6 TOP OF BRACKET @ 24"o/c WHERE OVERFILL SHEATHING SEPARATES THE SPACES. 8x8 13. SEE ENGINEERS PLANS &SPECIFICATIONS I I HDR - (POCKET) -_ _ FOR STRUCTURAL AT END OF THE PLAN SET. HDR HDR I 5 1 E o III 2x4 BLK SOFFIT --- o c o o 0 0 r - _- - - _- - - - � F c ocY o co o ° o) CL ' '" 0 2x6 BRACKET (STRUCTURAL) `o .o ._ o .a PPS 2x8 FASCIA w/ ATTIC VENTILATION - LOWER °' m U c o m o 0 PLATE � 2x6SPFBACKER � � _ _ _ __: -- _ _ _ _ _ _ _ _ _ � � N CI - � � U SL REQUIRED VENTING AREA: I C O -O O d O O E O- 7 1/150 OF ATTIC AREA or 11300 w/40.50%@ MAX.36"BELOW TOP - = C L U >'-0 OL a C TYP.EAVE VEI4T 2.0"DU.HOLES=3.14 SQ IN. - -- - - - - L�1 0) v I I FREE VENT AREA=3.14x 45.2.041 SQ IN. C - - - - - - - �( .O0 N L 0' ] 3 HOLES PER RAFTER BAY=3x 2.041=6.123 SQ IN. 22X30 w E O '- N O U 1 I ROOF VENTS=50SO,IN I II d/{TTICC 'I d` -O O E .0 a o RFQ'D VENTILATION AREA:1/300 x 144 x 622 SF=299 SQ IN. _ -_ N-j -_ _- -_ -_ _ IG"CCES'71 O1 Q C O t 6 C W W U N .Q 'VI N VI a PROVIDED m l O L O O C .D o) 0O .a E AT EAVE: a s W� a) 0- 0) 0 o o a BIRD BLOCKING 0 SOT : 33@6.123SQINEACH-202SQIN. O. _ _ Y - - - - BRACKET ANGLE ABOVE LOWER EAVE: - F- - - - - O U 4) ° U E ' 4x10 w/ ARCH CUT IN, ROOF2WALL VENT @TOP: 30 LF@ 6.75 SQ IN.PER LF=351 SO IN. a ♦�� a� N ] L 7 O 0 V ICOR-A-VENT TYPE OR EQUIV.) 6' +- '- U 0 n I M /f th N ''^ N O O m O t 5.5 min. DEPTH TQTALPROVIDED:553 SQ IN. -_ _ _ - - _ _ _ !V� �i7A IE o '�' w 0 IE . o BRACKET PLATE TO ANGLE _ G PROJECT OWNER 8MARINGADDRESS: SCREWS ! - - - - - - _ 6�F Ftir Malcolm & PT 8x8 POST (1 OF 3) - - - - - - - ATTIC VENTILATION - GARAGE Michelle McPhee II BRACKET PLATE TO POST III _ _ - - - - _ REQURED VENTING AREA: ENG TRUSSES 2202 41 st Street 1/15DOFATTICAREAa11300w/40-50%@MAX.36"BELOW TOP Anacortes, WA SCREWS (1 of 3) - - - - @24"o/c aP.EAVE VENT 2=3.I DIA. 4xHOLES-3.142.041 oQIN, 98221 POST IN I I 3:12 3 HQLES PER RAFTER BAY=3x 2.041-6.123 SQ IN. 2x6 WALL I 3'- I' 2''rD' ROOF VENTS=50 SQ.IN CHDESCK DBY:BY: SMA SMA R DRAWN BY: SMA ry I PROJECT NO.: 201610-01 REQ'D VENTILATION AREA:11300 x 144 x 727 SF 349 SQ IN. III ' � WHEN THIS DRAWING IS REPRODUCED AT AT EAVE: ORIGINAL SCALE. THIS BAR=IINCH eN 08 D BLOCKING : 3406.123SQ IN EACH=2SQIN. - 4x12CONT.BEAM STWVENT@ COV'D DECK:IIH@ 8.SSQIN PER R = 93SQIN. NCH - --- ---- -- - - - - LOWER EAVE: AA VENT@ TOP:17 LPG 12.0SQ IN.PER LFMIN. =204SQIN. (COIN-VENT TYPE OR EQUIV.) A-6 M 6 PROVIDED:505 SQ IN. 01 Consimofion Set 03-29-17 00 Permit Set 12-29-16 B ROOF SUPPORT BRACKET DETAIL ROOF PLAN NO. REVISION/ISSUE DATE: SCALE : Y4" = 1'-ro" A-5 Construction Set 03-29-17 DRAWING TITLE: Building Section, STRUCTURAL INFORMATION SHOWN ON Typical Wall Detail & WSEC Information STRUCTURAL SHEETS & CALCULATIONS TO INCLUDE BUT NOT LIMITED TO: PER SHEAR WALLS, HOLDOWNS, HARDWARE, 24"Q ENG.TR C. USSES @ FOUNDATION, POSTS, KING STUDS, ETC. 7/16"OSB/CDX SHEATHING W/8d COMMONS @ 6" PLAN O.C.PLY.PANEL EDGES, 12"O.C.ALL INTERMEDIATE FRAMING MEMBERS 1"NAIL PENETRATION INTO TRUSSES MIN,REQUIRED. LEAVE_'SPACE AT ALL PANEL END&EDGE JOINTS TO ALLOW FOR PANEL EXPANSION, METAL ANE UND &GRACE MEMBRANEUNDERLAYMENT INSULATION BAFFLE rlul A L L E N BLOCKING PER STRUCT. DESIGN &DRAFTING VENTED BIRD BLOCKING SETH M.ALLEN 360.483.8530 c1en.des1gn.drefflng@gmcd1.com P.O.Box 732 M Ev mon WA 98247 T"r R-38INSULATION w/ %"S/R LID& APPROVED VAPOR BARRIER H-TIES @ EVERY TRUSS, PER ENGINEER PRE-PRIMED SPRUCE FASCIA W/CONT.ALUM.GUTTER Y6'OSB/CDX SHEATHING NAILED PER SHEAR WALL SCHEDULE. LEAVEYB"SPACE AT ALL PANEL END&EDGE JOINTS TO ALLOW FOR PANEL METAL PANEL ROOFING EXPANSION. GRACE ICE & WATER SHIELD SHEAR WALLS TO BE NAILED Y"OSB SHEATHING (OPTIONAL CDX) ^' o ENG.TRUSSES @ 24"o/c ` `I PER SHEAR WALL SCHEDULE, LOCATED ON STRUCTURAL R-49NSULATION 1 SHEETS OR IN CALCs, 3 1212` 3 "S/R LID i APPROVED MOISTURE BARRIER .' `�� VAPOR BARRIER PAINTUj Imo' 2X6@16"O.C.WALLS TRUSS HEEL ' `� - - - - - - - - - - - - - - - - - - - - - V S/R INT.COVER BATT INSULATION 2Lon — — — — — — — — — — — — — — — — — 12 9 GRACMETAE PANEL ROOFING ICE&WATER SHIELD APPROVED VAPOR BARRIER Y2'OSB SHEATHING (OPTIONAL CDX) METAL PANEL ROOFING \\ ENG.TRUSSES @ 24"o/c (OVERFRAME) z Q GRACE ICE&WATER SHIELD Y2'OSB SHEATHING (OPTIONAL CDX) (OPTIONAL CDX)Y2"OSB SHEATHING SLOPED CEILING R-3I-JOIST RAFTER @ 24"o/c ENG.TRUSSES @ 24"o!c R-381NSULATION W Y"T&G SHEATHING W/8d NAILS @ 6"O.C.PLY.PANEL ' R-49 INSULATION BEYOND, EA. SIDE `� Y8'S/R LID LJ J X"S/R LID VAPOR BARRIER PAINT Q EDGES, 17'O.C.ALL INTERMEDIATE FRAMING �a'T&G SHEATHING `� MEMBERS 1"NAIL PENETRATION INTO JOISTS MIN. VAPOR BARRIER PAINT 12 14"I-JOISTS @ 16"O/c , REQUIRED 3 L� V8"S/R LID 12 .. TRUSS HEEL � 3 ♦ /� FLOOR JOISTS PER PLAN rfLLOn � /� V � _ �— — Loft Space C ♦ .}_ 9 W O Uj 12 N EXTERIOR SIDING MOISTURE BARRIER Cz Yz'OSB SHEATHING TOP OF STEM WALL - (OPTIONAL CDX) O O 2015 WSEC NOTES - , — , — — — — — - 2X6 STUDS @ 16'o/c R-38 GATT INSULATION �, �' 3 r 6� R-21 INSULATION 1. CODE COMPLIANCE TO BE BY PERSCRIPTIVE �, - SLOPE GRADE g' YV S/R lYz"LIGHT WEIGHT CONCRETE (RADIANT) ^ ,LLJ 2X6 TRT.SILL&FOAM SILL SEALER w/ lYe"T&G CDX SHEATHING ` v PATH. A.B., PER SHEAR WALL SCHEDULE j / / / / / VAPOR BARRIER PAINT \ I-JOISTS @ 16"o/c Z / / /\ Office/ Coat fl` 2. FRAMING SHALL BE PER R402: \////\/\RLTER FABRIC �a R-38 BATT INSULATION STEM WALL /�/ Covered INTERMEDIATE FRAMING TO BE USED. EXTERIOR \/\/\/\ CORNERS SHALL ALLOW FOR FULL INSULATION. PER PLAN \/\\/\�;\�\ I\ Bedroom 2 Closet \ \4 TIGHT UNE EEL MAIN _ _ _ _ Great Room Deck z INTERIOR/EXTERIOR WALL INTERSECTIONS 6 MIL VISQUEEN //(GUTTERS — _ \/\\/\�/\�/\/ TOP STEM SHALL ALLOW FOR FULL INSULATION. \//\//\//\//\� J 'PERT V� VA%AAiVAA�AA HEADERS SHALL BE INSULATED TO A VALUE OF � 4"PERF LINE //�/ // / '� R-10, UNLESS STRUCTURAL REQUIRES A HEADER //jV�//�/j��• 2'-D min. EM6ED \j�j�AA/ 6 mil VISQUEEN,TYP. GREATER THAN 3Yz'IN WIDTH. A/VA/VA /VA/V/V/ \ \ \ V/ /V / /V/%//V%V//%�% w/ SETE3ACiC m 35' / /�A�//VA• v/ v/vv/vv/vv/�/�/w/v�jw/vv/wivy /vv/vv/vvjvv�` f/� SLOPE vv//v/ Crawl Space — —— v /vv vv//vwv/i 3. REVIEW CHAPTER R402 OF THE WSEC FOR AIR LEAKAGE &MOISTURE CONTROL REQUIREMENTS. 4. BLOWER DOOR TEST SHALL BE REQUIRED PER CHAPTER R402 OF THE WSEC. AIR EXCHANGE PER HOUR MAXIMUM REQUIREDD FOR CREDIT BB T Y P WALL DETAIL AA S E C T 1 0 N F - O 3 OPTION la SELECTED, A 6 SCALE : A-6 5. HVAC SHALL BE INSTALLED PER CHAPTER R403 OF SGALE ''%g,'' _ i'-V THE WSEC. m s M N m , (P N� o � 6. DUCT TESTING SHALL BE PERFORMED PER N M, 3 UN 0 a c a o o c CHAPTER R403 OF THE WSEC UNLESS EXCEPTIONS m o 0 c o 0) 0- 'o c o ARE MET. M a 0 o o o a o 7. PLUMBING REQUIREMENTS SHALL BE PER CHAPTER ® :1 d � u m o m o = R403 OF THE WSEC. w m a o 8. LIGHTING SHALL BE PER CHAPTER R404 6 O C m � c a OF THE WSEC. `o o a a E o £ o 9. A MINIMUM OF PERMANENTLY INSTALLED H E (6 c a 0 � c a o LAMPS IN LIGHTINGNG FIXTURES SHALL BE c C))1 0 a a HIGH-EFFICACY LAMPS PER R404.1 a o a o E -a :c 2 -a a) O •c a) p m Q Ol a U N 10. VERIFY CREDIT OPTIONS SELECTED WITH c c c C c r o a o ATTACHED WORKSHEEr PER R406 a o a °� C u E a- 4a) D -CAN UOaU L C N , N a) a 0 ENERGY CREDIT SELECTION I- O «L- } ic- m r .L- U MEDIUM DWELLING UNIT:3.5 CREDITS REQUIRED PROJECT OW NER&MAILING ADDRESS: HIGH EFFICIENCY HVAC 3a OPTION SELECTED Malcolm & BOILER WITH AN min.AFUE OF 92% Michelle McPhee -CREDITS = 1.0 2202 41 st Street HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM Anacortes, WA 98221 ALL HEATING&COOLING EQUIPMENT INSTALLED WITHIN CONDITIONED SPACE CHECKED BY: SMA DRAWN BY: SMA CREDITS= 1.0 DESIGN By: SMA j EFFICIENT WATER HEATING Sc OPTION SELECTED PROJECTNO.: 201610-01 WATER HEATER w/min. EF=0.91 WHEN THIS DRAWING IS REPRODUCED AT -CREDITS= 1.5 ORIGINAL SCALE, THIS BAR=1 INCH L IINCH MECHANICAL/ELECTRICAL EQUIPMENT TYPE IMANUFACTURER MODEL# IEFFICIENCY BTU/h COMBUSTION AIR OTHER 01 00 Pemtit consrructionSet o3-z9-12-29-16v Set WHOLE HOUSE FAN Any 110 CFM/24HR TIMER MAX 0.35 WATTS/CFM MAX.SOUND RATING OF 1,0 SONES. No. REv I g ON ISSUE IN-FLOOR RADIANT BOILER Any - 92%min AFUE - - Contractor to provide information DATE: TANKLESS WATER HEATER lAny EF=0.91 min. Contractor may subsitute with 'like'equipment. ` * Equivalent equipment may be used as long as it conforms to energy code requirements. Contractor to coordin e changes. e _ Construction Set 03-29-17 i FOOTING SCHEDULE LEGEND 0000 FOOTING MARK SIZE REINFORCING BOTTOM BARS BW 11 N NOTE: F2.0 2'-0"x 2'-0"x 10" (3) #4 E.W. BEARING WALL a� • ALL FOUNDATION VENTS AND TOA ANY HOLD-DOWNS OPENINGS F3.0 3'-O"x 3'-0"x 10" #4 (3) 0/C E.W. SW N ' 'Q TO BE NO CLOSER THAN 12" TO ANY HOLD-DOWNS Q C r 0 SHEARWALLS 4 --_-__. 2x6 OVERFRAMING W •� m o 0 WOOD FRAME WALL ' 52.0 12" SONOTUBE ON CONC. ; TYP. PAD PER SCHEDULE 0 W 3 F,71 , PT 4x10 W/ 4 LOCATIONS /�{� — — — — CONCRETE WALL f/ T CONCRETE FOOTING ® Z ,00 - PT 6x12 W/ HUC612 HANGERS � HUC410 HANGERS - - LINE OF FLOOR ABOVE 00 `"71 ' I WOOD BEAM, GLULAM BEAM (GLB) I I PT 011" 0/CIW/LUS28Z T011fp RAFTER OR WOOD ENG. TRUSS W co - - FLOOR JOISTS IL AIL J L_ J�J LIL�L _ SIB J L J J�J L�L— ROOF OUTLINE a ME ® BEARING POINT 0 BEARING POINT FROM ABOVE m m 1 mFc;'� I PLY & NAILING PER SW SCHED. (FT) FLOOR-TO-FLOOR CONNECTION STEP WALLS PER GRADE & I I S1.0 I I EDGE NAILING PER SW SCHED. Yz" GAP AT ALL FLOORS, TYP. BEAR FOOTING PER GEOTECH m (FTB) FLOOR-TO-BEAM CONNECTION " I fn SST616 A.B. RECOMMENDATIONS. USE I I I N N cn I 2x LEDGER W/ (2) SDS %4%37 " OR w N I I I In ti FLOOR JOIST PER PLAN. USE LEDGERLOK LL358 SCREWS ® 16" O.C. c WEB FILLER FOR DETAIL 3/S2.1 WHEN H > $S I STANDARD LAGS NOT ALLOWED MANUFACTURER SPECS. PER SW-A REGULAR SHEARWALL 3'-0"" ��s �• 1 ,U. 52.0 I BLOCKING REQUIRED AT ALL BEAMS AND BEARING WALLS 6 o DECK JOIST t , . I I S2,p I . I ( SW-B SHEARWALL W/ LOADS TRANSFER `� �. TYP. XX'-YY AROUND OPENINGS Q � SIMPSON DTT2Z OR EQUIV. TENSION ' I_ I o _ 4x10 DF #2 W/ PT 4x4 POSTS ® 5'-0_ 0/ - I 1= Ia TIES W/WHEN ATR AT EACH END OF �y - 4 IL- ( DECK W1iEN NOT SELF-SUPPORTED + I I S2 O I PT 6x6 55�8`6 P8 FOUNDATION PER PLAN J u I I I I I "I I 1 I I I ® gp ABOVE STEP WALLS PER GRADE & BEAR FOOTING C -o w_ 113 TJI 1 0 0 16" O/C I I I PER GEOTECH RECOMMENDATIONS. USE DECK LEDGER CONNECTIONS MAX. 10 FT JOIST SPAN Q I I I —I I I I I I I I DETAIL TECH WHEN H > ATI O" 1 L3,-p"I I I I I I 51 .0 SCALE: NTS BEAM PER PLAN N s qe I F .0 SIMPSON PC/EPC I I T FIT 6x6 II I POST CAP PER PLAN TYP. LONGITUDINAL N I I I I I I I ® BP ABOVE �I 0 LAP SPLICE PT POST PER PLAN I _J I I I I I -' I REINFORCING MIN. 24 BAR DIA. x 0 T�J2WT PT7x4 f $z�TJ 0/` I I L _'1 J fG' = 2,500 PSI O - 6 - I I 1 10 I I I� I SPLICE ALL LONGITUDINAL BARS fY' = 40,000 PSI L L I I I �j � I 6" EDGE TO POST � F 7T- T 4x10 #2�PI 4x4 POST_S�5' 0� — 191T W/ BARS OF SAME SIZE AND ���—T� � � _: _ Z o GRADE S2.0 I I I I I I I I 36 DIA. � N I I I N I 6" STEMWALL ON 36 DIA, SIMPSON POST BASE PER PLAN I 1 I I OU I I I I I I 18" FOOTING Q V-6" I I-`�h" -I ' U I I I I PT 2x SILL PLATE, RIP Td 1 BLOCKING REQUIRED AT BEARING • MATCH STEMWALL WIDTH, I I SOG PER PLAN WALL STAIR STRINGERS ABOVEI ITS1.81 11.88 HANGERS F.G. PER ARCH io Y 5 / I I TYP. LONGITUDINAL REINFORCING z 52.0 I I I I I MAX. SLOPE = 2H:1V (2) #4 CONT. g_ ` I I I I I l I J J�J L I Ss q - - I g TOP & BOTTOM — 4x10 DF #2 W/ PT 4x4 POSTS ® 5-0 0/C - - - I 9 m m II "14 `� fi t JF F < ` ` N I SSTB16 A.B. ( I = J N N � I I I I I I I � I 1 M LI I I 1 I I I I I N In In S2.0 I I I 1 I I TYPICAL STEPPED FOOTING 3 FOOTING REINFORCEMENT AT PATIO O PT 2x SILL PLATE, RIP TO I I S1.O SCALE: NTS S1.O SCALE: NTS Imo. 4 I MATCH STEMWALL WIDTH, 4" CONIC. SLAB W/ 6x6 1,7{, x11%" i 55E LSL ITS1.81/11.88 HANGERS I W1.4xWi.4 W.W.F. OVER 4" O JL" J•L I COMPACTED FILL SAND a1 I I I I I - EXTENT OF HEADER FASTEN TOP PLATE TO HEADER W/ (2) ROWS I I gl2' 1.55E LSL 16" 0/C I `� i i I I I I I I � - - - � I I A UNDER SHOWER I I I I I OF 16d SINKER NAILS ® 3" O.C., TYP. O HEADER PER PLAN, MIN. 3Y"x 11Y , NET — 4x10 OF #2 W PT 4x4 POSTS ® 5'-0. 0 Cl, — — I i TWO ROWS OF 16d NAILS — — — — — �_ I _ I —_—_ IF MSTC28 STRAP W/ • • • • • • • • • SHEATHING FILLER TO ® 24° O.C., STAGGERED JL J —JL JL JL • • • e ° ° ° ° • ° • . • e es - '71HEADER IF REQUIRED Sd NAIL AT 6" O.C. IN PORTAL FRAME L — ALL PANEL EDGES NOT WALL SEGMENT, TYP. FASTEN SHEATHING TO HEADER (2) ROWS OF 16d PART OF PORTAL FRAME o S2•0 51.0 WITH 8d (2Tx 0.113") COMMON OR SINKERS 0 3" O.C. = N GALVANIZED BOX NAILS IN 3" GRID TYPICALo 0 0 �O� �O� I I I PATTERN, TYP. PORTAL FRAME $Ng � L _f 11 F2.0 F2.0 I I CONSTRUCTION T10 ROWS OF 16d NAILS B B PER PLAN 0 C O.C., STAGGERED ��m� o «a Lo PT 2x SILL PLATE, RIP TO I GARAGE 2x STUDS PER IF PANEL SPLICE IS SECTION B—B, PLAN VIEW MATCH STEMWALL MOTH, I I I NEEDED, PANEL EDGES <<=g�3 ITS1.81/11.88 HANGERS I ° PLAN, MIN (2) 2x4 SHALL BE BLOCKED, AND (TYP. CORNER DETAIL) 9!z=� s 4" CONC. SLAB W/ 6x6 1 FASTEN SHEATHING TO ALL FRAMING OCCUR WITHIN 24" OF W1.4xWI,4 W.W.F. OVER 4" =off S2.0 MID-HEIGHT. ONE ROW OF ��rN COMPACTED FILL SAND MEMBERS (STUDS, BLCKG, SILL h wH w J TYP. SHEATHING-TO >C40 0 PLATE, ETC. WITH 8d 'x 0.113' -FRAMING NAILING S 2x DF"L OR SP FRAMING, TYP. rc aK'z§- 1'-6" ) ( ) FOR GARAGE FRONT WALL W - NAILS ® 3" 0/C, TYP. REQ'D. IF 2x6 BLOCKING �$d�G 10" SON BE ON CONC. IS USED, THE 2x6s MUST PAD PER REDUCE I I I I STRUCTURAL MIN. AL RATED WOOD BE NAILED TOGETHER W/ '(6 MIN. APA-RATED WOOD 3 LCGA S I I I STRUCTURAL PANEL SHEATHING Y,"x3"x3" PLATE WASHER (4) 16d SINKERS. STRUCTURAL PANEL SHEATHING I ' ® I HOLD-DOWNS PER PLAN (2) BARS L J I I I FIN. G.L. (1) %"0 A.B. W/ 7" MIN. EMBEDMENT vr� •'s F2.0 I FIN. G.L. o FIN. G.L. s m m I I b #5 9 10- O/C W/ 6" HOOK IN FTG. -.0y o� Pao b� BAR, N 12 B ., ob 12' BELOW TOP BARS N N (2) #4 CONT. AT BOTTOM DRAWN_BY RAL - ❑ I CHEMED -BY-- _ RAL DATE- DATE: _ iz/ze/zofs JOB NUMBER: 16352 REVISION: FRONT ELEVATION SEC - PLAN CHANGes 03/2s/2017 FOUNDATION PLAN 4 GARAGE NARROW WALL (GNW) CONSTRUCTION DETAIL THIS DOCUMENT, CONSISTING OF PLANS,DESIGNS AND DTHIS SPECIFICATIONS SCALE: 1/4" = 1'—O" DOCUMENT IS AN HALLTREMA OF IN THE PROPERTY OFFJJOIS ENGINEERS,INC. S1.0 SCALE: NTS WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-TIME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED simo HEREON. ANY RE-USE OF THIS DOCUMENT, IN WHOLE OR IN PART, • u IS STRICTLY PROHIBITED WITHOUT WRITTEN PERMISSION. LEGEND Do BW - 3 BEARING WALL 3 ch If SIN o _ j SHEARWALLS L � c - 2x6 OVERFRAMING W p m Al WOOD FRAME WALL W 3 " j -I CONCRETE WALL04 - - - - CONCRETE FOOTING Go in HANGER SCHEDULE p N ❑. Q _ ❑ ❑ - - - - - - - LINE OF FLOOR ABOVE MEMBER HANGER - WOOD BEAM, GLULAM BEAM (GLB) 14" TJI 210 IUS2.06 14 n / - RAFTER OR WOOD ENG. TRUSS CO�ERED DECK 1�"x14 LSL Ui4 '� fSHDU2-� _ � `n3Y2"x14" LSL HU4124 SW-4 _ � FLOOR JOISTSCOWL ROOF OUTLINE3Y2"x16" 1.55E LVL, ABOVE WALL_ _ _ ____ BEARING POINT o UQ � � Iq % - 0 BEARING POINT FROM ABOVE z, N a %. , - FTF( ) FLOOR-TO-FLOOR CONNECTION 0000DS2.5 ry (FTB) FLOOR-TO-BEAM CONNECTION O 01 SW_A REGULAR SHEARWALL HDU2-SDS2.5 LIRNG DINING" XX YY" ,. w. Hr M o SW_g SHEARWALL W/ LOADS TRANSFER XX'-YY' AROUND OPENINGS o ' W ui O O g7Z 3Y2"x14" 1.55E LSL, FLUSH HDU -SDS2.5 p 2 TF - � SHEARWALL SCHEDULE Q S2.1 Irk Q MASTER BEDROOM �c3r CAPACITY SHEATHING 3" NOM. LOAD CONNECTION BTW. Q) BRACED DESIGN/ALLOW # OF SIDES EDGE LUMBER? TRANSFER 0 SOLE PLATE TO RIM BOARD, & ANCHOR BOLTS L WALL LINE (PLF) (NOTES I & 5) NAILING (NOTE 3) (NOTE 4) HOLD-DOWNS CONNECTION TO TOP PLATES 8 RIM BOARD TO SILL PLATE (NOTE 8) 'n_j -N HDU2-SDS2.5 " SW-1 E: 242 / 260 Y16" PLY 8dx0.113" NO NO HDU2 W/ SSTB16 A.B. TO LTP4 OR A35 CLIPS ® 24" O/C SOLE: (3) i6dxO.135" PER 16" Y2"Ox10 0 48" O/C, W/ 7 33" I I I I I W. 202 365 1 SIDE ® 6" 0 C DBL STUDS W 2 ROWS RIM: LTP4 OR A35 CLIPS ® 24" O/C EMBEDMENT, 2x SILL I KITCHEN © / l l (� 10dxO.128" NAILS ® 6" O/C CD N �ti Y SW-2 E: 163 J 260 %s' PLY 8dx0,113" NO NO HDU2 W/ SSTB16 A.B. TO LTP4 OR A35 CLIPS W 32" O/C SOLE: (3) 16dx0.135" PER 16" Y2"0x10" 048" 0/C, W/ 7" �1�► HDR 13a"x14" 1.55E LSL RIM I W: 171 / 365 1 SIDE ® 6" O/C DBL STUDS W/ 2 ROWS RIM: LTP4 OR A35 CLIPS ® 32" O/C EMBEDMENT, 2x SILL R O _ ,._ , , „ , , , ,,. .. 10dx0.128" NAILS ® 6" 0/C \ r ,�.p.. I I BW I I yes 6 SW-3 E: 265 / 400 Y16" PLY 860.113" NO NO HDU4 W/ SSTB24 A.B. TO LTP4 OR A35 CLIPS ® 16" O/C SOLE: (4) i6dxO.135" PER 16" )"%10" ® 32" 0/C, W/ 7" N ILl I I I Fy ( - W: 358 / 560 1 SIDE ® 4" O/C DBL STUDS W/ 2 ROWS RIM: LTP4 OR A35 CLIPS ® i6 O/C EMBEDMENT, 2x SILL R _ `�s Q 10dx0.128" NAILS ® 0 C IBATHI gW y 4x10 DF iY-4 SW-4 E: 516 / 578 %s" PLY 8dx0.113" YES NO HDU8 W/ SSTB28 A.B. TO LTP4 OR A35 CLIPS 012" O/C SOLE: (6) 16dx0.135° PER i6" 3a"4x10" 012" 0/C, W/ 7" W. .C. �01 of W. 624 / 808 1 SIDE ® 2" O/C DBL STUDS W/ 2 ROWS RIM: LTP4 OR A35 CUPS 12" 0/C EMBEDMENT, 2x SILL R AUL NDRY I I I 10dxO.i28" NAILS 6" 0/C r� (5,13 I x I T 14" TJI 210 ® 16" 0/C HDU -SDS2.5 CONSTRUCT THE GARAGE NARROW WALL (GNW) PANELS PER THE DETAIL ON SHEET S1.0 III I i M ALL -- %s' PLY 860.113" NO NO NONE TRUSS: HI CLIP PER CONNECTION SOLE: (3) i660.135" PER 16" Yz"0x10° 060" 0/C, W/ 7" Li HDR HDR g HDR gW H R g N to REMAINING 1 SIDE ® 6" O/C GABLE: 8dxO.113 TOENAILS 0 6" O/C RIM: 860.i13" TOENAILS ® 6" O/C EMBEDMENT, 2x SILL - _ - SW-3 SW-3rl EXTERIOR -� 7,_3" � '5 ,V. BATH USE DOUBLE SOLE PLATE FOR WALL 1 N (11) o ABOVE. STITCH TOGETHER W/ 2 ROWS 52.1 v a 16d SINKERS ® 12" O/C = _ _ _ ���� `►� OFFICE FOYER SHEARWALL NOTES: BEDROOM 2 1. WHERE PANELS ARE APPLIED TO BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. OSB OF THE SAME THICKNESS MAY BE SUBSTITUTED WHERE PLYWOOD IS SPECIFIED FOR THE WALL SHEATHING. 2. NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE. PC W 3. WHERE DESIGN SHEAR LOAD EXCEEDS 350 PLF (ASO), ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANEL EDGES SHALL NOT BE LESS THAN A SINGLE 3-INCH OR (2) 2x NOMINAL LUMBER, U.N.O. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED. r PORCH 4. FOR WALLS DESIGNED TO HAVE THE LOADS TRANSFERRED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF EACH ``�, `C"J WINDOW WITH THE EDGE NAILING ALONG BOTH STUDS. NO PANELS JOINTS SHALL FALL ON THE KING OR CRIPPLE STUDS AT THE EDGE OF THE WINDOW OPENINGS, AS SHOWN IN A PERTINENT DETAIL IN SHEET S2.0. QJ" 5. ALL PANEL EDGES MUST BE SUPPORTED BY 2" OR WIDER NOMINAL FRAMING. 6. ALL CONNECTIONS NOT SPECIFIED ABOVE SHALL CONFORM TO IBC TABLE 2304.10.1. 7. ALTERNATE BRACING FOR THE SHEARWALLS MEETING THE CONVENTIONAL CONSTRUCTION PROVISIONS OF IRC OR IBC MAY BE USED IN ACCORDANCE WITH IBC SECTION 2308.6.5. 8. ALL ANCHOR BOLTS SHALL HAVE 7" MINIMUM EMBEDMENT AND BE SPACED NO MORE THAN 60" O.C. INTO CONCRETE FOUNDATION. A MIN. OF aW 6 N ❑ Li1/4"x3"x3" PLATE WASHERS (I.E. SIMPSON BP7/8) SHALL BE PROVIDED BETWEEN THE FOUNDATION SILL PLATE AND THE NUT. 9. SEE DETAILS IN S2.0 FOR CONNECTIONS OF BRACED WALL PANELS TO TOP & BOTTOM DIAPHRAGMS OR FOUNDATION, ;a g' 8 GENERAL NOTES: i. ALL PERIMETER & BEARING WALL HEADERS TO BE MIN. 410 DF #2 UNLESS NOTED OTHERWISE. S z< ® 2. HEADERS AND BEAMS 6 FT AND LONGER SHALL BE SUPPORTED ON MIN. DOUBLE CRIPPLE, UNLESS NOTED OTHERWISE. �w pct;a 3. FOR TRUSSES OVER 20', USE SIMPSON H1 CLIPS TO CONNECT EACH END OF EACH TRUSS TO THE WALL TOP PLATES. �IN wj:zw ; 4. FOR TRUSSES UNDER 20, USE SIMPSON H2.5 CLIPS TO CONNECT EACH END OF EACH TRUSS TO THE WALL TOP PLATES, UNLESS NOTED OTHERWISE IN GARAGE THE SHEARWALL SCHEDULE. 5. ALL 2-PLY, 3-PLY & 4-PLY TRUSSES SHALL HAVE SIMPSON lGT2, LGT3 OR LGT4 TIE-DOWNS TO CONNECT EACH END OF EACH TRUSS TO THE FNZN4 Jj Z'g K I,J0 Z SUPPORTING STUDS BELOW, UNLESS NOTED OTHERWISE.. W 6. ALL BEARING POINTS SHALL BE MIN. (2) 2X STUD, UNLESS NOTED OTHERWISE. DIAPHRAGM NAILING SCHEDULE: x�asv�3 p 1. ROOF DIAPHRAGM CAN BE CONSTRUCTED AS AN UNBLOCKED DIAPHRAGM, U.N.O.. USE W COX OR OSB SHEATHING W/ 8dxO.i13" NAILS ® 6' (EDGES) AND 12" (FIELD) O.C. 2. FLOOR DIAPHRAGM CAN BE CONSTRUCTED AS AN UNBLOCKED DIAPHRAGM. USE 3a" T&G SHEATHING W/ 8dxO.120" RING-SHANK NAILS ® 6' (EDGES) AND 12" (FIELD) O.C. _ y N N b' e co b e cl _ 0 DRAWN BY. RAL CHECKED BY: RAL DATE: 12 29 2016 GNW GNW _JOB NUMBER: 16352 REVISION: 2'-O" 2'-0 " JVPLAN CHANGES 03 2s 2017 UPPER FLOOR FRAMING & MAIN FLOOR SHEARWALL PLAN _-- THIS DOCUMENT,OONSISRNG OF PLAINS,DESIGNS AND SPEgFlCAPOIS IS AN INSTRUMENT OF OUR PROFESSIONAL SERWCE AND THIS SCALE: 1/4" = 1'-O" DOCUMENT SHALL REMAIN THE PROPERTY OF JONES ENGINEERS,INC. WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-11ME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED Simi HEREON. ANY RE-USE OF THIS DOCUMENT,IN WHOLE OR IN PART, IS STRICTLY PROHIBITED WITHOUT WRITTEN PERMISSION. N N 0) rn m A- 7i E Qo�I� Qo��Q Qo��Q a��� W Q Al W a HANGER SCHEDULE V Z MEMBER HANGER 6x12 DF #2 6x12 DF #2 _ 6x12 DF #2 _ _.. _ 00 __ — — — m cn 14" TJI 110 IUS1.81 W/ WEB STIFFENERS tn 0 LOWER WALL & BIRDSMOUTH CUT Z 14" TJI 110 LSSU125 W/ WEB STIFFENERS ENG. TRUSSES 0 24" 0/C, 3:12 PITCH W c 0 RIDGE & LSTA12 TO TRUSSES 32 GLB HUCQ410-SOS w ® LOWER WALL W/ SOS Y4"x2Y" SCREWS e00 v CONT. 3Y"xi6" 1.55E LVL, ABOVE WALL 3Y2" GLB ,� 10 �HHUS4 x D37 W/ - p��I 77 — —— r � �r — rT i r r -1 r r RT r r —}'r— ® RIDGE S10 STRAP I _ _ ,. Lo `o _ y 5Y2" GLB HUC0610-SDS v ® LOWER WALL W/ SOS Y"x2Y2" SCREWS I 14" TJI 110 0 16" 0/C, 9:12 PITCH I I I 5Y2" GLB HHUS5.5/10 x D37 W/ 1-_... 0 RIDGE LSTA12 STRAP I I I I (2) 1�" LSL HU410 DORMER CONT. 3-2x6 DF #2 TOP PLATE CONT. 3-2x6 DF #2 TOP PLATE CONT. 3-2x6 DF #2 TOP PLATE L� LJL JL J L J _. JL JLJ r �;� �' , s =e i r o o s 3°4° '�' 3°4° 3°4° 3a4° 3°4° 3°4° O �,(2) 1/4 x14 1.55E LSL {2) 1 4'x14 1.55E LSL 1 (2� 1 4"x14O1.55E LSL D � � V � ENG. TRUSSES 0 24" 0/C, 3:12 PITCH V) 3h" M" 24F-V4 `� 1 ` OPEN CJ� Izx 1"" is l X TO W Cn N I M I BELOW f � 1 o I . �,, 0 M a LOFT Gq�PS �eG6�ep'� RJ L J L J j6�gGt — 5Y'x1 " 24F V4 RIDGE BEAM — 5Y2"x13Y" 24f_V4 RIDGE BEAM ~-- r r 5Y"x13Y" 24F-V4 RIDGE BEAM 6 %"x13Y2" 24F-V4 RIDGE BEAM 1 N a Ic I cq +� 00 EL I ALIGN RAFTERS & TRUSSES I i CV FOR RIDGE STRAPS I I CV M Ln I N 0 `v ENG. TRUSSES 0 16" 0/C, 3:12 PITCH wGo a I I ■/4-ft ' 394° 304° SEE A-5 FOR CONT. 3-2x6 OF #2 TOP PLATE o It C-4 BRACKET DETAIL C "L 00 FASTEN W/ 2 ROWS SDSY"x4Y2" SCREWS ® 18" O/C, TYP. @ DORMERS Q N 00 4x8 DF #2 / 0 1� ENG. TRUSSES ® 24' 0/C, 3:12 PIT W Pit Fi IL z°2° 8x8 OF #2 HDR 4x8 4°BI° � F #2EF #2 QH _ / L� � z r r 1 T y U;fmt71�Z�O N raSza l� N UUQmm,0 C4¢ --� — — — GIRDER TRUSS — q�N +Tcl N t-�aig�Cµy3 00 N — N WOOD TRUSS NOTE: 22 a J 00 °r Fy�ZmV go=sZ�- 1. A COPY OF THE TRUSS ENGINEERING AND PLANS SHALL BE SUBMITTED TO >z wrczw THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO 6g� 018: INSTALLATION. _ 2. THE FOLLOWING ITEMS MUST BE PROVIDED WITH THE TRUSS PLANS: co N A. CALCULATIONS AND DETAILS PREPARED AND SIGNED BY A REGISTERED 1 ARCHITECT/ENGINEER. 1 — — B. A TRUSS PLACEMENT PLAN SHALL BE PROVIDED. ADDITIONALLY, THE HIP MASTER TRUSS TRUSS MANUFACTURER SHALL PROVIDE A TRUSS PLACEMENT DIAGRAM °A*tt 8x8 OF 2 THAT IDENTIFIES THE PROPOSED LOCATION FOR EACH INDIVIDUALLY t PC8Z CAP ! — DESIGNATED TRUSS AND REFERENCES THE CORRESPONDING TRUSS DESIGN DRAWINGS (TO BE INCLUDED IN THE SUBMITTAL PACKAGE AND WITH THE SHIPMENT OF TRUSSES). d 0 d. EACH TRUSS SHALL BE LEGIBLY & PERMANENTLY BRANDED OR MARKED y o " . WITHIN 2 FEET OF THE CENTER OF THE TRUSS. e. THE TRUSS PLAN SHALL CLEARLY DESIGNATE THE TRUSS BRACING, / BLOCKING, TRUSS-TO-TRUSS CONNECTIONS AND INSTALLATION PROCEDURES. s°s° _ _ _. _ - .. ._ ._ --- -' � DRAWN BY: RAT, .CONT M22%12" 24F-V4 O CHECKED BY: RAL DATE: 12 29 2016 JOB NUMBER: 16352 -- --- REVISION: PLAN Dimas 03 28 2017 ROOF FRAMING PLAN DORMER FRAMING PLAN ---THIS DOCUMENT, CONSISTING OF PLANS,DESIGNS AND SPECIRCATIONS SCALE: 1/4" = 1'-O" i SCALE: 1/4" = 1'—O" IS AN INSTRUMENT OF OUR PROFESSIONAL SERNCE AND THIS DOCUMENT SHALL REMAIN THE PROPERTY OF JONES ENGINEERS, INC. WE GRANT THE PERSON5/COMPANY NAMED ON THIS SHEET A ONE-TIME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED S102 HEREON. ANY RE-USE OF THIS DOCUMENT,IN WHOLE OR IN PART, IS STRICTLY PROHIBITED N1THOUT WRITTEN PERMISSION. _j HORIZONTAL REBAR PER PLAN FOOTING SIZE AND REINFORCEMENT SCHEDULE WALL FRAMING AND CONNECTIONS PER WALL FRAMING AND CONNECTIONS PER PLAN. WIDTH FOOTING ANCHOR WALL SHEATHING & PLAN. SEE SHEARWALL SCHEDULE FOR SEE SHEARWALL SCHED. FOR SIZE AND %" T&G SHEATHING PER VERTICAL REBAR PER PLAN, B" THICK. "D" BOLTS FOOTING LONG. CONNECTIONS PER SW f� WALL = 3000 PSI SIZE AND SPACING. SPACING SCHEDULE, CENTERED IN WALL SCHED. fc' FOOTING = 2500 PSI 16" 10" Y" (2) #4 BARS AT BOTTOM BEAM PER PLAN " — I EDGE NAILING PER EXTRA VERTICAL BAR 24" 10" 1�" (3) #4 BARS AT BOTTOM SIMPSON PC/EPC POST CAP . (3) 16d PER 16" SOG PER PLAN SHEARWALL SCHEDULE EXT. FACE OF WALL EQUALS EXT. it FACE OF FRAMING, U.N.O. INSUL PER ARCH. 48D 2x STUDS PER PT POST PER PLAN W z_ EXT. FACE OF WALL EQUALS EXT. FACE OF FRAMING, U.N.O. Y <o PLAN W S.R. SIMPSON POST BASE PER PLAN V-BARS: #4 BARSfH 4 OR A35 PER W FIN G.L. z PLAN VIEW NO EXTRA BARS NEEDED IF HORIZ. BAR (3) #3 LOOP TIES ® 12" O.C. W/ 9" SCHED. Z 4" TIGHT LINE ' g IS CONTINUOUS OR LAP SPLICED 4" CONC. SLAB W/ ® 2" O.C. ® TOP 10" OR 12" SONO-TUBE HOOK INTO GRADE ® a _ O FIN G.L. < 2x P.T, PLATE W ANCHOR 6x6, 10 10 WWM ON COLUMN PER PLAN BEAMBARS: #4 BARS Q �r • " / / FIN. G.L. HORIZONTAL REBAR PER PLAN BOLTS ® 4'-0" O.C. 6 MIL VISQUEEN 2" O.C. _ o �. ® � 4 Ir;f1T LhNE VERTICAL REBAR PER PLAN, o z o (3) #4 BARS Z FILTER FABRIC ? " CENTERED IN WALL LONG, _ #3 LOOP TIES ® 5" O.C. (4) #4 VERT. W/ 8" HOOKS BUD g a VAPOR BARRIER PER �o i c=> _ FILTER ` ARCH, S EXTRA VERTICAL BAR _co {11 DRAIN ROCK ' FABRIC M �'� CONC. PAD & COLUMN _ _- W/ 4" PERF. PIPE TO BE MONO-POUR #4 BARS ® 12 O.C. _ (2) #4 CONT. BARS g NDIST. SOIL 1 FOOTING TO BEAR ON EQ. B EQ. #4 BARS PER PLAN PER PLAN UNDISTURBED NATIVE SOIL DRAIN ROCK W/ 4" i W 30D PLAN VIEW PER PLAN �5S W/ MIN. BEARING CAPACITY SEE SCH. REINFORCEMENT PER SCHED., PERF. PIPE TYPICAL CORNER REINF. BEARING WALL & IBP FOOTING TYPICAL POST SUPPORT DETAIL 5 INTERIOR SHEARWALL DETAIL OF 1500 PSF ALTERNATE HOOK DIRECTION FOOTING TO BEAR ON EQ. B EQ. M 2 3 4 UNDISTURBED NATIVE SOIL SEE SCH, REINFORCEMENT PER SCHED, S2.0 SCALE: NTS S2.O SCALE: NTS S2.0 SCALE: NTS S2.O SCALE: NTS W/ MIN. BEARING CAPACITY FOOTING SIZE AND REINFORCEMENT SCHEDULE OF 1500 PSF ALTERNATE HOOK DIRECTION FTG. THICK. STEM THICK. FTC. STEM VERT. 0 WIDTH "T. ^g^ LONG FTG. TRANS (2.-6") STEM HORIZ. NOTES: %" PLY OR OS8 T&G �O 1. INCREASE DIM B TO ALLOW FOR THE SUPPORT OF BRICK VENEER WHERE REQUIRED PER PLAN, If,� 18" 6" 6" 2 - #4 N.A. #4 ® 18" D.C. #4 @ 16" O.C. 2. STEM THICKNESS, B, SHALL BE MIN. 8" WHEN STEMWALL HEIGHT EXCEEDS 2 FT. T, BLOCKING 18" 8" 8" 2 — #4 N.A. #4 ® 18" O.C. #4 ® 12" O.C. 3. THE REINFORCING SCHEDULE ABOVE MUST BE USED UNDER ALL ENGINEERED SHEARWALLS UNLESS NOTED JOISTS PER V — PLANPOST PER PLAN ,` OTHERWISE. ALL OTHER FOOTINGS AND STEMWALLS MAY BE CONSTRUCTED IN ACCORDANCE WITH THE a � BLOCKING TO MATCH W � SUPPORTS ABOVE PLY & NAILING PER SW SCHED. CONVENTIONAL CONSTRU11ON PROVISIONS OF THE 2012 IRC AND/OR THE PLAN REVIEW GUIDE OF THE PLY & NAILING PER SW SCHED. © 2 GOVERNING JURISDICTION. BEAM PERRIM JOISTJOISO MATCH T DEPTH FLOOR JOISTS PER PLAN HOLD-DOWNS PER PLAN HOLD-DOWNS PER PLAN 2 BAYS OF BLOCKING 4. VERTICAL BARS MAY NOT BE "WET SET." z ® 48" O.C. W/ (3) W co 24" 2x4 5. USE TYPICAL RETAINING WALL DETAIL FOR WALLS W/ H > 3 FT. EAC SOLE R CONNECTON PER SW SOLE R CONNECTION PER SW SCHED. 10d PER BLOCK STEMWALL AND FOOTING DETAIL AND SCHEDULE �° Z SCHEDULE4x4 P.T. (3) EXTRA VERT. BARS ¢ �. O 6 MIL VIS EDGE NAILING PER SW SCHED. SCALE: NTS N �, EDGE NAILING PER SW SCHED. a 2x BLOCK OR RIM JOIST, O 00 2x BLOCK OR RIM JOIST, JOISTS PER PLAN SEE SW SCHED. FOR .JOISTS ER.-PLAN Q PLY & NAILING PER SW SCHED. SEE SW SCHED. FOR PLY & NAILING REINF. PER RIM-TO-PLATE CONN. HOLD-DOWNS & ANCHOR BOLTS PER � PLAN RIM-TO-PLATE CONK. _ PER SW SCHED. PLAN. PLACE ® q OF PLATE. SHOWN HOLD-DOWN STRAPS PER PLAN STRIP FOOTING 2 4 CONT. 5 N EDGE NAILING PER SW UNDIS. SOIL O # d EDGE NAILING PER SW SCHED. ' ' e OFFSET FOR CLARITY. OR PIER PAD REBAR EDGE NAILING PER SW SCHED. ANCHOR BOLTS N EDGE NAILING PER EDGE NAILING & SOLE R SCHED. PER PLAN w ANCHOR BOLTS -� SW SCHED. PT SILL PLATE CONNECTION PER SW SCHED. PER PLAN a FOUNDATION PER PLAN PER SW SCHED. FDN. PER PLAN PER SW SCHED. 2x BLOCK OR RIM JOIST, FIN. G.L. SLAB PER PLAN SEE SW SCHED. FOR GRADE BEAM & POSTS BEARING POINT AT STEMWALL EXTERIOR FDN. JOISTS PERPENDICULAR EXTERIOR FOUNDATION JOISTS PARALLEL o RIM-TO-PLATE CONIC. USE 6 $ ( ) 9 ( ) (2) AT 2ND & 3RD FLOORS S2.O SCALE: NTS S2.O SCALE: NTS S2.O SCALE: NTS S2,O SCALE: NTS 'y' f ro z_= 00 EDGE NAILING PER SW SCHED, 2 BAYS OF BLOCKING � ,,, � N •� : FOUNDATION PER PLY & NAILING PER SW SCHED. ® 48" O.C. W/ (3) PLAN 10d PER BLOCK PRE-MANUFACTURED ROOF TRUSSES PER OOFLY DDIAR OSB SCHEDULE NAILING 2x BLOCKING, SHEATHING & NAILING PER PLAN USE "DIAPHRAGM BOUNDARY" NAILING 10 EXTERIOR FOUNDATION (SLAB ON GRADE) 11 SHEARWALL CONNECTIONS (JOISTS PARALLEL) PER SHEARWALL SCHEDULE/PLAN ALONG ALL DRAG STRUTS, EXTERIOR EDGES AND INTERIOR SHEARWALLS. S2.O SCALE: NTS S2.O SCALE: NTS PLY & NAILING PER VENTED BIRD SHEARWALL SCHEDULE, - - --s BLOCKING W/ RAFTERS 42x4 NGINEERED TRUSSES STUDS & SPACING PER PLAN - - - USE "PANEL EDGE" NAILING FOR PLY & NAILING PER SW SCHED. EDGE NAILING OR ENG. TRUSS 24 O.C. ALL PANEL EDGES OVER SUPPORTS. SYSTEM ® 24" O.C. _ HOLD-DOWN STRAPS PER PLAN (16) 16d (3Y4% 0.135") EA, BLOCK PANEL EDGES WHERE REQUIRED EDGE NAILING & SOLE R SIDE OF 4 FT SPLICE, OR 8Y DIAPHRAGM SCHEDULE USE EDGE FLOOR SHEATHING & CONNECTION PER SW SCHED. SIMPSON ST6224 STRAPS AT NAILING PER PLAN 8dx0.113° _ - - - - NAILING TO BLOCKING _ _ EQ. EQ. EACH SPLICE CONNECTION > EQ. EQ. SEISMIC/HURRICANE TIES ® 6" O/C 2x BLOCKING z Q — SIMPSON ST6224 OR NAILS PER PLAN g , _ 2x BLOCK OR RIM JOIST, - z MIN. 32 STAGGER BETWEEN SEE SW SCHED. FOR r STRAP CONNECT PER BLOCKING W - - - ti " RIM-TO-PLATE CONNECTION. _ _ = HEADER PER PLAN SW SCHED. _ ® 16 O.C. EDGE NAILING PER _ _ _ - s ADJACENT SHEETS EDGE NAILING PER SW SCHED. 2x BLOCKING AT SHEARWALL SCHEDULE SEISMIC/HURRICANE TIES - —1 PLY & NAILING ALL PANEL EDGES PLY & NAILING PER PER SHEARWALL PLY & NAILING PER SW SCHED. COLUMN CAPS WHERE PER SW SCHED. SHEARWALL SCHEDULE, SCHEDULE OR PER PLAN REQ'D. BY PLAN 2x6 ® 16" O/C EXT. WALLS STUDS & SPACING PER PLANROOF TRUSSES OR FLOOR JOISTS 12 SHEARWALL CONNECTIONS (JOISTS PERPENDICULAR) 13 BEAM TO W L CONNECTION 14 TOP PLATE SPLICES AT S.W. 15 TYPICAL WALL SECTION 16 SHEARWALL CONNECTIONS 17 TRUSS PERP. TO SHEARWALL CONNECTION 18 TYPICAL DIAPHRAGM SHEATHING AND NAILING S2.O SCALE: NTS S2.O SCALE: NTS S2.O SCALE: NTS S2.O SCALE: 1/2" = V-0" S2.O SCALE: NITS S2.O SCALE NTS S2.O SCALE: NTS U"-1 aW�4 N 6 3 1 W41ERE LOAD TRANSFER IS USED, DOUBLE KING STUDS MUST BE USED ON EITHER ® SIDE OF THE OPENING. DOUBLE CRIPPLES WILL BE REQUIRED FOR OPENINGS OVER 6 Y FT. AND WHERE NOTED OTHERWISE. HDR PER NO PANEL JOINTS SHALL BE MADE ALONG THESE KING ���� 7 6 AND CRIPPLE STUDS IF SHEARWALL IS DESIGNED TOoi��; HDR PER PLAN I I 2 ALLOW FOR LOAD TRANSFER. > € � 2 111 2 i ii ii 2 II a HEADER P— — rF DOUBLE STUDS WERE I n n. 17 I n IIf Ir N TIP. PANEL JOINT PANEL JOINT SHALL BE 2 I n ( REQUIRED PER PLAN RIM JOIST PER PLAN FOR 1 17 t LOCATED ® MIN. ONE STUD AWAY FROM THE �w�w� 2 $ f� n n tl 1 11 III 3 144 11 FOR HOLD-DOWNS J N WOOD FLOORS, ELIMINATE KING STUD ® IMNDOW OPENING EDGE NAIL PLY �$amwNFs z' 1 II III NI H i IT I1 IF SLAB-ON-GRADE I 11 III 1-14f 14 1 TO STUDS 1 I1. II II 1! 511 11 11 III 11 17 I I II 111 2 141 {; 1: 7 2 III III Ll 11 2 I II 111 14 11 1 I �- 8 ii iip-n tt 1144 It (t BACKING FOR GWB A. b�y� I II till II it - 11 tU- 14 �'`e� Ha a 1177 f); 5 WITH HOLD—DOWNS 01 PLYWOOD OR OSB SHEATHING PER 6 CONNECTION PER SHEARWALL SCHEDULE FROM 1 PLYW OR OSB SHEATHING PER b r H O © CONNECTION PER SHEARWALL SCHEDULE FROM 0 PLYWOOD OR OSB SHEATHING PER © CONNECTION PER SHEARWALL SCHEDULE FROM DIAPHRAGM Y PL SHEARWALL SCHEDULE. DIAPHRAGM ABOVE TO DOUBLE TOP PLATES SHE A ALL SCHEDULE. DIAPHRAGM ABOVE TO DOUBLE TOP PLATES SHEARWALL SCHEDULE. ABOVE TO DOUBLE TOP PLATES W/ SPLICE PER DETAILS. EDGE NAIL P 0 W/ SPUCE PER DETAILS. W SPUCE PER DETAILS. TO STUDS 2 EDGE NAILING AT ALL PANEL EDGES & KING 02 EDGE NAILING AT ALL PANEL EDGES & KING / Q2 EDGE NAILING AT ALL PANEL EDGES & KING (J7 CONNECTION OF SOLE R TO RIM JOIST OR MUD SILL STUDS. BACK W/ 2x BLOCKING OR STUDS. Q7 CONNECTION OF SOLE R TO RIM JOIST STUD BACK W/ 2x BLOCKING OR STUDS. Q7 CONNECTION OF SOLE R TO RIM JOIST STUDS. BACK W/ 2x BLOCKING OR STUDS. DRAWN BY: RAL 03 FRAMING MEMBERS W/ NAILING FROM ® CONNECTION OF RIM JOIST TO WALL TOP R Q3 FRA G MEMBERS W/ NAILING FROM ® CONNECTION OF RIM JOIST TO WALL TOP R 3Q FRAMING MEMBERS W/ NAILING FROM CHECKED BY: RAL ABUTTING PANEL EDGES. ABJ G PANEL EDGES. ABUTTING PANEL EDGES. BACKING FOR GWB DATE: 12 29 2016 Q9 PT SOLE PLATE W/ EDGE NAILING AND ANCHOR JOB NUMBER: 16352 O5 HOLD-DOWN PER SHEARWALL SCHEDULE Q HOLD WN PER SHEARWALL SCHEDULE BOLTS PER SHEARWALL SCHEDULE. 50 HOLD-DOWN PER SHEARWALL SCHEDULE REVISION: AND PLAN. EDGE NAIL PLY TO ALL FULL AND . EDGE NAIL PLY TO ALL FULL AND PLAN. EDGE NAIL PLY TO ALL FULL WITH—OUT HOLD—DOWNS I PLAN CHAM 03 28 2017 HEIGHT STUDS OR POSTS. HEIG STUDS OR POSTS. HEIGHT STUDS OR POSTS. - - 19 SHEARWALL ELEVATION AT UPPER FLOOR 20 tHEARWALL ELEVATION AT LOWER FLOOR 21 STANDARD SHEARWALL ELEV. FOR LOAD TRANSFER AROUND WINDOW 22 INTERMEDIATE FRAMING - 2 STUD CORNER DETAIL 7HISD000MENT,CONSISTING OF PLANS,DESIGNS AND SPECIFICATIONS IS AN INSTRUMENT OF OUR PROFESSIONAL SERMCE AND THIS S2.O SCALE: NTS S2.O SCALE: NTS S2.O SCALE: NTS DOCUMENT SHALL REMAIN THE PROPERTY OF JONES ENGINEERS,INC. S2.0 SCALE: 3/4" = V-O" WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-TIME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED S2mO HEREON. ANY REUSE OF THIS DOCUMENT,IN WHOLE OR IN PART, IS STRICTLY PROHIBITED WITHOUT WRITTEN PERMISSION. 0, a, 6" MIN. N E 0 � s PONY WALL OR FLOOR FIN. G. 11J m SYSTEM PER PLAN V-BARS - CENTERED IN WALL Lu (2) #4 BARS CONT. MIN. 18" LAP W/ #4 L-BARS 0 7 MIN. 24" LAP W/ #5 L-BARS Z 00 :t 00 H-BARS -#4 0 10" O/C CO W/ MIN. 18" LAP SPLICES L-BARS J Y D0 X K-BARS -#4 0 12" 0/C 6 1�" MIN. 1'-O" FREE � W/ MIN. 18 LAP SPLICES 4 DRAINING BACKFILL = W o.CLR-"a N C7 T- BARS MIN, SOIL 2" CLR Lj COVER 4" PERF PIPE IN DRAIN ROCK & FILTER r-�,�FABRIC TO PROPER DISCHARGE FACILITY EDGE NAIL SHEATHING TO 3' CLR 12"LEDGER 8d 0 6 O.C. { A B " C --,,_UNDISTURBED SOIL OR COMPACTED FILL SHEATHING AND 2x LEDGER W/ 16d 0 L W/ MIN. 1500 PSF BEARING CAPACITY 0 O CONNECTIONS PER 3" O.C. TO BLOCKING 2x LEDGER W/ EDGE NAILING SHEARWALL SCHED. FROM UPPER WALL SHEATHING ku O' RETAINING WALL REINFORCEMENT SCHEDULE W/ 50 PSF LIVE LOAD SURCHARGE ON 8' & 9' WALLS PROVIDE EDGE NAILING FROM PLY TO LSL BLOCKING H A B C L D STUB L-BARS X Y T-BARS V-BARS SOIL COVER ) JOISTS PER PLAN 4'_0' 8" g" 8" 2' 0" 10" 1' 6" #4 0 16" O/C 10" 2'-1" - - #4 0 16" O/C 0" 6'-0" 1'-5" 8" 8° 2'-9" 10 2'-0" #4 0 10" O/C V-6" 2'-7" - - #4 0 10' O/C 1'-0" Q HANGER PER TRUSS MANU. TO 8'-0" 2-3 8" 1'-4" 4'-3" 10" 4'-3" #5 0 8' O/C 2'-4" 4'-10" #4 0 12" O/C #4 0 16" O/C i'-0' M� ^ I \—H1, EA. TRUSS DOUBLE RIM JOIST PER PLAN 9'-0" 2'-6" 8" 1'-4" 4'-6" 12" 4'-9" #5 0 6" O/C 2'-8" 5'-6" #4 010" O/C #4 0 12" O/C 2'-0" s O SHEATHING AND NOTE: CONNECTIONS PER SHEATHING AND CONNECTIONS 1. PRIOR TO BACKFILLING, THE CONCRETE SHALL DEVELOP ADEQUATE STRENGTH (I.E. MIN. 7 DAYS AFTER CASTING) O SHEARWALL SCHED. PER SHEARWALL SCHEDULE 2. MAX. APPLIED DL ON TOP OF WALL = 500 LBS MAX. APPLIED LL ON TOP OF WALL = 1000 LBS. 3. Fc$ = 2,500 PSI FOR CONCRETE AFTER 28 DAYS Fy = 40,000 PSI FOR #4 AND SMALLER BARS Fy = 60,000 PSI FOR #5 AND LARGER BARS. L 1 OFFSET SHEARWALL CONNECTION 2 OFFSET SHEARWALLS (TRUSSES PERPENDICULAR) 3 TYPICAL RETAINING WALL DETAIL W/ SOIL COVER OVER FOOTING Q) S2.1 SCALE: 1/2' = V-0" S2.1 SCALE: 1/2" = 1'-0" S2.1 SCALE: NTS cf) 00 W O g„ x: CV o A ;s i. w Zwi< as �w=W p a.0 K gadp Kp 3 p - � t7U�6 J�Jmuai4ZZ o�6QQ�o Poprc€Bwq V 'pgz5F3 4 a yy yy Iri�y�jNp�� d '��['Ylj�.� FZhp N22Z ti V rNWF<p yZ1€ O w Jj O Z Wawww < . ,. `d aiai�3E ¢ ~S� IN�b W 06 w Wp n�,0 DRAWN BY: RAIL CHECKED BY: RAL DATE: 12 29 2016 JOB NUMBER: 16352 REVISION: At PLMt CHANGES 03 28 20V THIS DOCUMENT,CONSISTING OF PLANS,DESIGNS E A D THIS ■ IS AN INSTRUMENT OF OUR PROFESSIONAL OF AND THIS DOCUMENT SHALL REMAIN THE PROPERTY OF JONES ENGINEERS,INC. WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A ONE-TIME USE OF THIS DOCUMENT AT THE LOCARON SPECIFIED HEREON. ANY RE-USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED WTHOUT WRITTEN PERMISSION. N STRUCTURAL NOTES 5" = BOLTS IN OffiaillEE 10. woOU FRAMING CONT. 14.8 No deviations from the contract documents shall be made without written consent of the engineer. if devotions from the plans are made Cn without notification to and approval from the engineer, the General Contractor shall release Jones Engineers, Inc. from any and all claims ' 5.1 Galvanized threaded parts, bolts, nuts, and washers exposed to weather unless noted otherwise per ASTM A153. 10.2 Unless noted otherwise, use double joists under walls or partitions parallel to joists. Solid block under partitions perpendicular to joists. that are in any way related to this project. The General Contractor shall further agree to defend, hold harmless and indemnify Jones - 3 Engineers, Inc. from any and all claims by any third persons that are in any way related to the project. 1. REFERENT CODES STANDARDS 5.2 Material specifications shall be as follows, unless noted otherwise: 10.3 For solid joists, Provide blocking or cross-bridging at 8'-O" O.C. maximum spacing and solid blocking at bearing points. Provide double NI&` L Anchor Bolls: ASTM A307, Grade A; ASTM F1554, Grade 36; or as indicated per plan joists each side of openings unless detailed otherwise. 14.9 Window and door assemblies shall meet or exceed the requirements specified in ASTM E330 with a design pressure not less than 50 psf, cc E o International Building Code (IBC) 2015 Edition Threaded rod: ASTM A36 Washington State Building Code (Washington Administrative Code (WAC) Title 51) Nuts: ASTM A563 10.4 Support joists not less than 2-1/2" onto beam or plates. Where framing into the face of the support, use not less than Simpson W a' m National Design Specification for Wood Construction (NDS), 2015 Ed. Washers: ASTM F436 LU-series hangers. 15, PROJECT COORDINATION 4 1 American Concrete Institute, ACI 318-14 W � r Buildings an Other Structures ASCE 7-10 5.3 Provide anchor bolt configuration as shown including diameter, spacing, projection, embedment, and end configuration. 10.5 No structural member shall be cut or notched unless specifically shown & approved by the Structural Engineer. 15.1 The Contractor is responsible for coordinating the work of all trades and shall check all dimensions. The Contractor shall ensure that Minimum Design Loads for B dings d subcontractors and fabricators receive all applicable design information including geotechnical reports, drawings, notes, and specifications, Z ' 5.4 Install 1/2" diameter x 10" long anchor bolts at 4'-0" O/C and 6" to 12" from each end at wood sill plates unless noted otherwise. 10.6 Do not notch joists in middle half of the span. Limit depth of notch to i/6" the depth of the joist, except as detailed. Locate bore Any discrepancies shall be called to the attention of the Engineer and be resolved before proceeding with the work. cn 2. DESIGN LOADS AND CRITERIA holes within the middle 1/3 of the depth of the joist, not to exceed 2-1/2" in diameter. 0 °j 5.5 Anchor bolts for holdowns shall be Simpson SSTB per drawings unless noted otherwise. Install anchors per IOC Report ESR-2611 and the 15.2 Architectural, mechanical, plumbing, and electrical drawings shall be used to define detail configurations including, but not limited to: Q ,- Seismic Design Category p manufacturers recommended procedure. Deepen footing as required to maintain 3 inches clear under the anchors 10J Provide typical nailingper IBC Table 2304.10.1 where not called out on the Ions. All oats are to be common or galvanized born, unless relative location at members, elevations, size and location of floor and wall openings, floor recesses, accessible facilities, ducts, pipes and AVID r' v Roof Live Load (Snow) 25 PSF 9 9 Y � P " P 9 pipe reeves, electrical conduit, and other items to be embedded m concrete or otherwise Incorporated m the structural work. �,y � noted otherwise. "16d vim coated sinkers may be used in lieu of 10d commons, however, the may not be used to replace i6d t .) Roof Dead Load 15 PSF Seismic Site Class D Y Y Y P commons. Pre-drill as required to avoid splitting. W o Attic Live Load, W/ Limited Storage 20 PSF Seismic Response Modification Factor (R) 6.5 6. REINFORCING STEEL IN CONCRETE o Exterior Wall Loads (W/ Siding) 12 PSF Seismic Importance Factor (1) 1.0 10.8 Where high moisture levels are present, use galvanized fasteners and galvanized hardware and fittings. 16. SUBMITTAL PROCEDURES 6.1 All reinforcing steal shall be free from loose rust and other coatings that would inhibit reinforcing bond. Exterior Wall Loads (W/ DryVit) 22 PSF Foundation Allowable Soil Bearing Capacity (DL + LL) 1500 psf 16.1 Shop drawings, erection drawings, design-build drawings, product data, and supporting calculations shall be submitted to the Engineer for d Interior Wall Loads 10 PSF Foundation Soil Coefficient Of Friction 0.35 6.2 Bar detailingand support of reinforcing bars in forms shall conform to the CRSI Manual Of Standard Practice, unless shown otherwise on 10.9 Log bolts or screws shall be hex-or square- head steel bolts with cut threads. Use washers under heads. Pre-drill holes with bit review as noted below. PP 9 approximately 60% of shank diameter. Install belts by turning with a wrench, not by driving with a hammer. d- Floor Live Load 40 PSF Foundation Soil Weight 115 pcf the plans. 16.2 Submit one set of prints and one set of reproducible drawings, or four sets of prints maximum, to the Engineer prior to fabrication or Floor Dead Load 10 PSF Wind Speed, Basic 110 mph 10.10 Machine belts shall be ASTM A307 blots, unless noted otherwise. Use washers under head and nut, Bolt holes shal be nominal diameter P p 6.3 Reinforcing steel shall not be bent or displaced for the convenience of other trades unless approved by the structural engineer. construction. Allow 5 business days for review. All submittals shall include the name, address, and phone number of the manufacturer, Deck/Balcony Dead Load 5 psf Wind Exposure C of bolt plus 1/i6" u.n.o. fabricator, supplier, and the design engineer, as applicable. Deck/Balcony Live Load 60 psf Wind Importance Factor (Iw) 1.0 6.4 Reinforcing steel shall be from new billets, concrete reinforcing steel shall be deformed bars conforming to ASTM A615, Grade 60 (or 10.11 All sheathing shall be instilled with staggered end laps with support at all panel edges by means of clips, blocking or T&G joints. 16.3 The Contractor shall review and approve all submittals before release to the Engineer. Reference plans and details as applicable. A615M, Grade 420) for #5 bars and larger, and to ASTM A615, Grade 40 (or A615M, Grade 280) for #4 bars and smaller. Deviations from design drawings shall be clearly marked as such. Send one record set of the revised submittal where corrections are O 10.12 Where wood panels are fastened to steel framing, use #10 or larger self-drilling screws with tapered head. Head of screw to be flush with noted but resubmittal is not required. 4' ALLOWABLE DEFLECTIONS, unless noted otherwise in these notes, specifications, or drawings 6.5 Bars conforming to the metric specifications and grades shown above in the metric sizes shown below may be substituted for the bars the face of the sheet. Spacing and edge distance to be the some as for nails unless noted otherwise. q W 0) Roof Framing Deflection Live Load L/360 Horizontal Deflection (Drift), Any Load Case L/200 shown on the drawings. Bar spacing, embedment and lap lengths, reinforcing cover, bends, and hooks remain the some. V 10.13 The manufactured roof and floor system shall be designed for all dead loads plus the live, snow, wind and seismic loads identified above 16.4 a the fabricators drawings are the sole design, differ re design, or add to the design of the structural drawings, they shaft be stamped will 0 Roof Framing Deflection Total Load L/240 Min. Roof Slope, unless noted otherwise Ya" per foot 6.6 Fabrication and placement of reinforcing in concrete shall conform to IBC section 1905. La all reinforcing bars at all splices, corners, and a Civil Engineer registered d the State of Washington responsible for soil design. Calculations submitted are for information only and Coll 0 P 9 � P 9 sP and the requirements of the current edition of the IBC, Additional requirements include: not be stamped or returned except at the option of the Engineer. Floor Framing Deflection Under Live Load L/480 intersecting walls per table below, unless noted otherwise: Sprinkler system loads per current code or as specified in this contract document Q � Mechanical equipment loading (see mechanical drawings) 16.5 Review is only for general conformance with the design concept of the project and general compliance with the information included in the CONCRETE STRENGTH (psi) Y 9 9n P P l 9 P� Any additional loading called out on the drawings. Contract Documents. Any markings or comments are subject to the requirements of the design drawings and specifications. Contractor is W MATERIAL PROPERTIES 2,000 3,000 4,000 5,000 6,000 Steel Tube ASTM A500, GRADE B responsible for correlating and confirming dimensions, choice of fabrication processes and techniques of construction, coordination of his (� TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER 10.14 Cants, crickets and over-framing shall be placed over the basic roof sheathing. work with other trades, and performing the work in a safe and satisfactory manner. Beams ASTM A992, GRADE 50 #3 (#10) 27 21 22 17 19 15 17 13 15 12 U High-Strength Bolts ASTM A325, per plans 10.15 Hole diameter in GLB shall not exceed 20% of beam depth, nor 1Y7. Seal all exposed surfaces of GLB after field cutting or drilling. 17, TESTING AND INSPECTRkN a Pipes, Plates, Angles, & Bars ASTM A36, GRADE B, Standard Weight #4 (#13) 35 27 29 22 25 19 22 17 20 16 #5 (#i6) 44 34 36 28 31 24 28 22 25 20 17.1 In addition to the inspections made by the Building Official per IBC Section 110, all special inspection and testing shall comply with IBC �C Welding E70XX Electrodes W/ Pre-Qualified Welds (As Defined By AWS) #6 (#19) 53 41 43 33 37 29 34 26 31 24 11' WOOD TRUSSES Sections 1704, 1705 and other applicable building code sections. Special inspections are required for the following work: #7 (#22) 77 1 59 63 48 55 42 49 38 45 34 11.1 Trusses shall be manufactured with wood webs and chords. Lumber shall be stress-rated and kiln dried to a moisture content of 19% or TESTS & SPECIAL INSPECTIONS N 3. SPECIFICATIONS less. Truss ` ints shall be fastened with li ht metal late connectors of alvanized steel that confom to ANSI I 1-2014 reused into LU #8 (#25) 87 67 72 55 63 48 56 43 55 43 0 9 P 9 �' P Placement, Slump, Air Content, And Cylinders For Compressive Strength 3.1 Design, material and workmanship shall be in accordance with the latest version of the following Codes And Standards contained herein, #9 (#29) 98 76 81 62 71 54 63 49 57 44 both sides of the wood members. Concrete Tests Per IBC 1705.3, When F'c Exceeds 2500 PSI. (n unless otherwise modified on the drawings or s ecifications Anchor Bolts Placement, Cover, Site And Number As Per Plans. 9 P 11.2 Trusses shall be designed to fit dimensions shown on the drawings and for loads shown above; include any concentrated mechanics loads on roof. Vert weight and location with mechanical Contractor. All designs shall be in accordance with allowable values assigned b a Reinforcing Cover, Site, Number, Laps And Placement. ACI 211 Standard Practice For Selecting Proportions For Normal, Heavyweight, & Mass Concrete Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below them in the casting position. Lap lengths, in 9 9 9 y O ACI 301 Specifications For Structural Concrete For Buildings inches, are based on normal weight concrete and a minimum 2 Db spacing and 1 Db cover, per ACI 318-11. The sizes shown (#xx) are the current ICC Evaluation Report. Live load deflection shall be limited to L/360 for roof and floor framing, unless noted otherwise. Welding In Accordance With IBC 1705.2.1 r- ACI 305 Hot Weather Concreting corresponding metric bar sizes. Wire all the lap splices. „ High Strength Bolting In Accordance With IBC 1705.2.1 00 11.3 For all the individual trusses identified as strut/truss in the plans, they shall be designed to resist the specified axial loads in addition to Structural Observation Observation By An Engineer As Required By IBC Sections 110 And 1704.6 O ACI 306 Standard Specification For Cold Weather Concreting 6.7 Minimum cover over reinforcement, unless noted otherwise: the pertinent vertical loads. CV ACI 308 Standard Practice For Curing Concrete Concrete placed on earth: 3 inches Plywood Observation By An Engineer Prior To Covering N ACI 318-14 Building Code Requirements For Reinforced Concrete Concrete exposed to Both or weather: 2 inches 11.4 Shop drawings shall be submitted to the Engineer and Building Official for review prior to fabrication. Shop drawings shall be sealed by o Civil Engineer licensed in the State of Washington who is responsible for the design. The manufacturer shall design and provide all required 17.2 Special inspectors and testing laboratories shall be provided by the Owner. The Contractor shall coordinate special inspections as well as ACI 347 Guide To formwork For Concrete Other conditions, u.n,o.: 1Yz inches bridging and bracing between the trusses. The supplier shall submit a Certificate of Compliance to the Engineer and Building Official per standard building inspections with the construction schedule and is responsible for facilitating access to areas to be inspected. Special ACI SP-66 Detailing Manual 6.8 Reinforcing steel welding shall be performed by WABO certified welders and shall conform to Structural Welding Code (AWS D1.4-11). Use IBC section 1704.2.5. inspectors and testing laboratories shall be certified by the Washington Association of Building Officials (WABO) and approved by the CRSI-PI Recommended Practice For "Placing Reinforcing Bars", 9th Ed. E80XX electrodes for A706 bars and E90XX electrodes for A615 bars unless noted otherwise. Feld welds shall have special inspection per Building Official. IBC section 1705.3.1. 11.5 Trusses shall be erected and installed in accordance with the drawings, approved shop drawings and manufacturers instructions. Contractor shall notify the Engineer prior to enclosing the trusses to provide opportunity for review of the installation. Cutting or field 17.3 The special inspector shall observe the work for conformance with the design drawings and specifications and furnish inspection reports to alteration of trusses is not permitted. the Building Official and the Engineer. All discrepancies sholf be brought to the immediate attention of the Contractor, Engineer, and the 4. CAST-IN-PLACE CONM 6.9 Reinforcing bars, bolts, anchors, dowels, & metal inserts shall be securely tied in position prior to concrete placement. Reinforcing shall be Building Official. The special inspector shall submit a final signed report stating whether the inspected work was in conformance with the '+ supported on chairs or slab bolsters (with distribution plates if required) or concrete dobies prior to concrete placement. Support spacing 4.1 Cast-in-place normal-weight concrete materials, mixing, placing, and testing shall conform to IBC Chapter 19, with mix design in shall not exceed 10 feet in each direction. design drawings and specifications and the applicable provisions of the building code. conformonce with ACI 211.1 & 301. 12 W00D I v0i 17.4 Special inspections per IBC Section 1704 are required unless fabricator is approved per Section 1705.2. 4.2 Material specifications, unless noted otherwise: 7. MELDED WIRE FABRIC IN CONCRETE 12.1 Wood I Joists shill be manufactured with webs glued to the flanges with waterproof glue. MAX. WATER-CEMENT RATIO - „ 12.2 Joists shall be manufactured by Trus Joist (ESR-1153). I& EXCAVATION AND ALL USE MIN. 28-DAY � 7.1 Plain welded wire fabric shall conform to ASTM A82 and A185 with fy = 65 ksi minimum. Lop fabric one space + 2" or 6 minimum at W NON-AIR ENTRAINED AIR ENTRAINED sides and ends. 12.3 Substitution of another product requires approval of the Engineer. Equivalent joists shall have the some or greater capacities for shear, 18.1 All footings shall bear on undisturbed ground or structural fill and shall be a minimum of 18 inches below grade unless noted otherwise on FOOTING 2500 PSI (5-SACK) 0.67 0.54 moment and deflection. the drawings. 1� 7.2 Deformed ,med welded wire fabric shall conform to ASTM A496 and A497 with fy = 70 ksi minimum. Lap fabric 8" minimum of sides and ends. (� 1 ALL OTHER 3000 PSI (6-SACK) 0.58 0.46 12.4 Joists shall be designed to fit dimensions shown on the drawings and for loads shown above; include any concentrated mechanical loads on 18.2 Footings shall not be located over subsurface utility lines, tanks, large organic deposits, or other obstructions. If footing excavations reveal `�•/ (� Use Type I cement unless noted otherwise. Use Type I-A cement where air entrainment is required. Slump shall be 4 inches plus or floor (verify weight and location with mechanical Contractor). All designs shall be in accordance with allowable values assigned by a current subsurface objects, the area shall be over excavated, the objects shall be removed, and the excavation backfilled as noted below. ,� �•/ minus 1 inch per ASTM C94-i6. 8. RBROUS REINFORCING IN CONCRETE ICC Evaluation Report. Live load deflection shall be limited to L/360 & L/480 for roof and floor framing, respectively, unless noted P 18.3 Foundation excavations shill be examined and approved by the Engineer or a testing laboratory approved by the Owner, and the Building 4.3 Water-reducing admixtures conforming to ASTM C494 may be incorporated in the concrete design mixes and be used in strict accordance 8.1 Fibrous reinforcing shall have a current ICC Evaluation Report listing. Submit mix design to the Engineer for otherwise.review. Official prior to the placement of any reinforcing steel or concrete. Not required for R-3 construction. with the manufacturers recommendations, subject to En ineers approval. 12.5 Shop drawings shall be submitted to the Engineer and Building Official for review prior to fabrication. Shop drawings shall be sealed by a le 9 PP 8.2 Fibers shill be mined and concrete placed per the ICC Report and the manufacturers instructions. 18.4 Material for filing and backfilling shall consist of the excavated material and/or imported borrow and shall be free of organic matter, trash, Civil Engineer licensed in the State of Washington who is responsible for the design. The manufacturer shall design and provide all required lumber, or other debris. 4.4 An air-entraining agent conforming to ASTM C260 shall be used in all concrete mixes for slabs and other flotwork to be exposed to bridging and bracing between the joists. The supplier shall submit a Certificate of Compliance to the Engineer and Building Official per IBC weather. The amount of entrained air shall be 5% plus or minus 1% by volume. 9. SLABS ON GRADE section 1704.2.5. 18.5 Fill and backfill shall be deposited in layers not to exceed 8" thick for heavy equipment and 4" thick for hand operated equipment. The fill m be used in concrete mix design, provided that the conform to ASTM C494 Type C a E. 12.6 Joists shall be erected and installed in accordance with the drawings, approved shop drawings and manufacturers instructions. Contractor shall be properly moistened to approximate optimum requirements and thoroughly rolled or compacted with approved equipment in such a 4.5 Accelerating admixtures may 9 P Y See foundation plan for concrete slab thickness and finish requirements. manner and extent as to produce a relative compaction of 95% of maximum dry density for optimum moisture content as determined by shall notify the Engineer prior to enclosing the joists to provide opportunity for review of the installation. Cutting or field alteration of 4.6 Special inspection and testing is required for all reinforced concrete except for foundation concrete with a designated compressive strengr joists is not permitted. ASTM D 1557. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. not exceeding 2500 PSI and nonstructural slabs on grade. �.2 Reinforcing bars or welded wire fabric shall be as noted on drawings placed 1 to 1-1/2„ below the top of the slab. Two-course wok a pulling reinforcing up during concrete placement is not permitted. 18.6 Hand tampers shall weigh at least 50 Ibs each and shall have a face area not in excess of 64 square inches. Hand tamper may be 4.7 For each class of concrete where testing is required, the special inspector shall take not less than one set of three 4%8" cylinders for 13, ENGINEERED LUMBER operated either manually or mechanically and shall be used only where larger power driven compaction equipment cannot be used. G a U s each day of concrete placement, or for each pour, or not less than one set for each 150 cubic yards of concrete, a not less than on 9.3 See foundation details for typical slab jointing. 13.1 All engineered lumber shall conform to a current ICC Evaluation Report. Minimum specifications: 18.7 Backfll around the retaining walls exterior stemwalls shall not be placed for a minimum of 7 days after the completion of interior floor ,� g3�� � set for each 5,000 square feet of surface area for slabs or walls. 9 eP P o 9.4 All slab joints must be free of dirt and debris before they are sealed with semi-flexible, epoxy joint filler. systems unless walls are adequately braced. Bodcfill shall not be placed until after completion and inspection of dompproofing. IZ05Z is < 4.8 During periods of cold weather, botching, placing, and curing of concrete shall conform to ACI 306R. Do not place Concrete on frozen „ , „ � 2F>=a O sub rode or in contact with forms, reinforcing, or embeds that ore less than 35F. 9.5 Flora sobs shall be level to within 1/4 in any 10 foot length except as noted. Flatness shall be checked with a 10 foot straight edge at LUMBER SPECS 18.8 Drainage bad fill behind retaining wall shall be at least 24 thick and extend from the base of the wall to within one foot of the finisheda«a5 9 9 random locations within 24 hours of each slab placement and construction procedures revised if required. ground surface behind the wall. This backfill shall consist of drainage sand and gravel as shown below. LUMBER TYPE E (psi) Fb (psi) Fv (psi) S.G. Ft (psi) Fc 11 (psi) Fc 10) Ik N F •~N 4.9 During periods of hot weather, botching, placing, and curing of concrete shall conform to ACI 305R. „ , s €o `=w�s 9.6 Exterior slabs and 'interior dabs that drain shall be sloped 1/8 in 12" minimum and 1/4" in 12" maximum unless noted otherwise. Laminated Veneer (LVL) 2.0 x 10 2600 285 0.50 1555 2510 750 SIEVE SIZE % PASSING BY WEIGHT SIEVE SIZE % PASSING BY WEIGHT <� € 4.10 Anchor bolts, dowels, and other embedded items shall be securely tied in position prior to concrete placement Parallel Strand (PSL) 2.0 x 10' 2900 290 0.50 2025 2900 625 ix. 100 No. 30 20 - 65 �0 Z w 9.7 If a geotechnical report is not available for this particular project, the soil properties shall be referenced to Table 1806.2 of IBC, in which s Fact >< 4.11 Do not odd water at site. Maximum drop during placement is three feet. Consolidate concrete with a mechanical vibrator as required. g pressure p Laminated Strand (LSL), Rim Joist 1.3 x 10 1700 425 0.50 1075 1835 710 3'4 90 - 100 No. 50 5 - 20 �� w � allowable sal begin essure is token as 1500 psf as the default value. 'W�bw Laminated Strand (LSL), Other 1.55 x 106 2325 310 0.50 1070 2175 900 Y" 75 -100 No. 100 0 - 2 ® �o z 4.12 All exposed surfaces shall receive a steel trowel finish unless noted otherwise. Do not dust surfaces with dry cement to remove water. 9.8 Concrete slabs shall be placed over 4" of %" minus crushed rock with less than 5% fines, unless noted otherwise in a geotechnical report. No. 8 65 - 92 (by wet sieving) (non-plastic) � N At office areas, slabs shall be placed over a 4 mil vapor barrier over 2" of sand over 4" of %" minus crushed rock with less than 5% 4.13 Concrete shall be maintained in a moist condition for a minimum of five days after placement or seded with a curing compound appliediri fines. (� �[ two coats at right angles. Follow monufacturer s application instructions and do not exceed recommended coverage. GENERAL NO I LS 18.9 Drainage back611 shill with co compaction per notes above y lifts not ed exceed 4 inches for hand-operated equipment. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. 4,14 Keyed construction pints shall be used in all cases except slabs on grade. All construction joints, including connections to pre-existing 10, MOOD FRAM ✓A" 14. GENERAL CONDITIONS 18.10 Do not operate heavy equipment adjacent to the wall within a distance equal to the height of the wall during backfill and compaction. concrete shall be clean and free from foreign substances, loose material or laitance. Where noted on drawings as 'roughened,' Hand tampers for compaction shall be per notes above. mechanical) roughen so as to fracture coarse aggregate) entire surface to at least 1 4" amplitude and remove all loose material. 10.1 Materials ore to meet or exceed those shown below, with moisture content not to exceed 19% for sawn lumber and less than i6% for O o C Y 9 ( / P 14.1 All materials and construction shall conform to the drawings, these notes, and an specifications for this project. Glulams. 9 Y P le r Dampen pints for of least 1/2 hour Aria to new pour but leave no standing water. All vertical joints shall be thoroughly wetted and rushed with a coat of neat cement immediately before placing new concrete. Glue-Laminated Beams 24F-V4 or 24F-V8, as noted on plans 14.2 During the construction period, the Contractor shall be responsible for the safety of the construction project, including all excavation 19, PRODUCT SUBSTITUTION PROCEDURES ` Do3 4.15 Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. Do not embed Posts & Beam Douglas-Fir (DF) #2 procedures. The Contractor shall provide adequate lagging, shoring, underpinning, bracing, guys and protection of adjacent property, PsP Y PP structures, streets, and utilities in accordance with all national, state, and local safety ordinances. 19.1 Proposed substitutions for the specified products and materials must be submitted to the Owner and the Engineer for review prior to �b 1 aluminum conduits and sleeves in concrete. Studs, Sills & Plates Hem/Fir (HF) or SPF, Stud Grade, U.N.O. fabrication or construction. Provide complete documentation that shows equivalency with the specified product or material. Substitutions Q 4.16 Placing of concrete shall be in accordance with ACI-301 and ACI-304. Sawn Joists Hem/Fir (HF) #2 14.3 DO NOT SCALE DRAWINGS. indicated or implied on shop drawings or product data submittals will not be considered. Rim Joist (I-Joists) MIN. 1,V4" Thick 1.3E LSL Rim Boards 14.4 All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of 19.2 Substitutions are strictly subject to the approval of the Owner and the Engineer. If approved, the Contractor shall bear the cost of any DRAWN BY: RAL 4.17 Pumping or pneumatic Conveying equipment shall be of suitable kind with adequate pumping capacity. Pneumatic placement shall be Rim Joists (2x Joists) 2x Hem/Fir HF Matching Joist Depth accuracy. Where actual conditions conflict with the drawings they shall be reported to the Engineer so that the proper revisions may be redesign required by the alternate product a material. CHECKED BY: RAL controlled so that segregation is not apparent in the discharge concrete. The loss of slump in pumping a pneumatic conveying equipm t Blocking & Bridging Hem/Fir (HF) Construction Grade made. Construction modifications shall not be made without written approval of the Engineer. DATE: 12 2s 2016 shall not exceed 2 inches. Concrete shall not be conveyed through pipe made of aluminum or aluminum alloy. JOB NUMBER: 16352 Commercial Connectors Simpson Strong-Tie, per plan. Provide Full Catalog Nailing and/or bolting. 14.5 Provide vertical support and lateral bracing for electrical and mechanical equipment, vents, ducts, and in per the applicable code REwsION: 4.18 Generally, the aggregate size shall not be more than % inches for the footings and Y4 inches for the walls and columns. Proportions aj PP 9 P piping P PP PUN CHANGES 03 2E 2017 Y9 °p Fabricator connectors As detailed on plans requirements. aggregate to cement for any concrete mix shall be such as to produce a mixture which, consistent with the method of placing, will work Roof readily into comers and angles of the forms and around the reinforcement without permitting the materials to segregate a excess water( Roof Sheathing �s" 5 ply COX or OSB, APA rated sheathing w/ ply clips or T&G to collect on the surface. 14.6 Where these plans, the project manual, and the specifications do not state specifically, the minimum provisions of the 2015 International Wall Sheathing /s" 5 ply COX or OSB, APA rated sheathing, U,N.O. Building Code (IBC) shall apply. Good standards and workmanship shall be employed throughout the entire project. See the specifications Floor Sheathing -X" T&G, APA rated STURD-I-FLOOR, blocking required under all edges, glued & nailed. for detailed material and methods. In case of conflict between these structural notes, the project manual and the drawings, the most THIS INSTRUMEOCUMENT,NT CONS STING RO PLANS,DESIGNS AND D THIIFlCA ONS P 1 9 IS AN INSTRUMENT OF OUR PROFESSIONAL SERMCE AND THIS 1i Panel Adhesive Per APA Spec AFG-Oil specific will govern. - DOCUMENT SHAM.REMAIN THE PROPERTY Or JONES ENGINEERS,IK +- WE GRANT THE PERSONS/COMPANY NAMED ON THIS SHEET A " 0 y ONE-RME USE OF THIS DOCUMENT AT THE LOCATION SPECIFIED S30 1 HEREON, ANY RE-USE OF THIS DOCUMENT,IN WHOLE DR IN PART, IS STRICTLY PROHIBITED wTHOUT WRITTEN PERMISSION.