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Plans MILBRANDT ARCHITECTS Bulletin 25 Central Way, Suite 210 • Kirkland, WA 98033 Tel: (425) 454-7130 • Fax: (425) 646-0945 Bulletin#: MA-12 Date: 8-17-2016 ATTACHMENTS: MA-12 Job Name: RIVER TERRACE Job No: 15-03 This bulletin is in response to a request from the City of Tigard regarding a Vz"P.T. plywood spacer strip being installed behind the deck ledger as shown on the attached MA-12 detail. The attached MA-12 detail is approved by Milbrandt Architects to be used for the deck ledger installation on the River Terrace project. OFFICE COPY CITY OP TIGARD REVIEWED FOR CODE COMPLIANCE Approved: N) OTC: [ j Permit#: rm stau1 Ie OO4 O 8 Address: IS 1 s S'-' j +\ fit,/ Suite#: By: y - Date: REVISION Distribution: From: David Burnett Polygon Northwest Attn: Chris Walther Phone: (360)695-7700 or----,--,F, CCPY REVISION J BUILDING PAPER PRE-FLASHING, EXTEND 6" ABOVE LEDGER, MIN. METAL Z-FLASHING TYPE B /// t SEE DETAIL 19/15 SPACED DECKING i 11! ioiii - Ji ri��ii�l c - P.T. 2x JOISTS ]- SEE STRUC. FOR CONNECTION DETAILS E___ ` --1 P.T. 2x LEDGER � P.T. PLYWOOD FUR STRIPS Y" x 1) "-2" AT EVERY LAG. IN TYPE A FLASHING SEE DETAIL 19/15 PRE-FLASHING, EXTEND 2" BELOW LEDGER, MIN. C SIDING BUILDING PAPER OR PRE-FLASHING; EXTEND TO ABOVE DECK-TO-WALL FLASHING DECK TO WALL FLASHING CDSPACED DECKING 1-1/2" = 1'-o" SECTION R317..1.1.1 Field treatment/ Field-cut ends, notches and drilled holes of preservative-treated wood shall be treated in the field in accordance with AWPA M4 PROJECT NAME: RIVER TERRACE ARCH. JOB NO.: 1503 BULLETIN DATE: 08-16-16 SCALE: 1 1/2" = 1'-0" PAGE: PREPARED BY: DAVID BURNETT REF. SHEETS: DETAILS MA-12 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. C T ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon@ctengineering.com BULLETIN Date: August 17,2016 Number:CT-11 Project#: 15238 Project Name: River Terrace Attached: None Subject: Deck Connection Detail(Spaced Decking) Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the 'River Terrace' project located in Tigard, Oregon. Based on our review of Bulletin MA-12 (Deck to Wall Flashing—Spaced Decking), this is an acceptable deck connection detail provided the fasteners attaching the ledger to the structure have the required penetration to the rim/blocking per the structural deck details. PR° ONF���G 44,d � Ili REC'N FS T GRk` 08/17/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: Aug. 17,2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company . Angela Graiewski Polygon Northwest Company David Burnett Milbrandt Architects R:\15238 River Terrace\Bulletins\15238_2016.08.17 CT11_Deck Connection Detail(Spaced Decking).doc Structural Engineers k-I E;r,. iiiOF I E COPY 1- , �. � � f a � E Mi [ br dr .....----------------' - Archifects 1 //1 k&ktead Yfasldegiae 4Sq ` 1 I ' 1N 84543{Fly F 424338.2 _._........,,,_..____ ,. .,_. ,.._,... ...._.r i4ein rrx^am$hramlrsrcLcam.: I� �S���t�ll AI�C� � \` 0 AUG n --simmnimm KIRKLAND WA. = 'A� 5558 :MillIMMII rill MI 11 - : — =_-=iii_ _ _ = _ _ _ R.�__R. _ DECK - DECK DESK 111111 111iMI 1111. II�I�IIIEMN=I •msiminggiii ,^ IIIII�II�IIIIIIIIIiI�II�III�I II __—_—_— .' , 1 iI11II'11111111I1111111t11I 1 i 4 vs i 0 -aa 4 2WIPP" _____ D3 o rai Ea- DROP DISTANCE FOR DROP DISTANCE FOR FOOTINGS m SINGLE FAMILY DECK SIDE ELEVATION FOOTINGS AND TICAL LENGTH OF DECK POSTS SINGLE FAMILY DECK REAR ELEVATION AND VERTICAL LENGTH OF DECK SINGLE FAMILY DECK SIDE ELEVATION 7/4"=7'-0" VARIES- 1/4"=1'-0' POSTS VARIES. o _d w 06 Ic REVISION o_ W .=' as c U LL s 0 .- ca R 16_0• a 6'-0" L / MANOR.RAILING SYSTEM (3)2x8 P.7.& © © o m u / SURFACE OR FACE-ATTACHED (i)2x8 TRIMC�1Cr DTT2Z RAIL POST V- N v 18"x1B-x10"FTG. -- 4x4 PT POST • W/(244:2:1 .�inromnimmopp,EllieRP I_ ABU44 POST AC4 POST CAPE '�® ® SUPPORT POST BELOWDeck 34 SPACED DECKING ` y M IF DECK ABOVE _—_ `� DTT2Z (3)2x8 P .& '� V ) (1)2x8 TRIM _ • (3)2x8 P.7.& d Q (1)2x8 TRIM b V P .1x6 1. P 2x LEDGER DIAGONAL © H BRACE,TYP. %ff, •11 E SINGLE FAMILY DECK FLOOR PLAN SINGLE FAMILY DECK FRAMING PLAN CIS r 1/4"=r-p' 7/4._1.-0. V. o Z C a co to• O a. I Zi lab Ne_ 12-11 11 s Sheet No.: Sheet Order: A S D Al 1 ABBREVIATIONS 2 STRUCTURAL NOTES & AND IN. INCE(S) 01000:GENERAL REQUIREMENTS 03000 CONCRETE 06102 FRAMING NOTES O AT INFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS ANY CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE FRAMING CONNECTORS,ACCESSORIES.AND FASTENERS AS NOTED IN THE PLANS AND 4 ROUGH FRAMING NAILING SCHEDULE c • FEET(FOOT) NT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS,NOTESSPECFICATIONS STE CONDITIONS, STANDARD ACI 318-05'BUILDING CODE REQUIREMENTS FOR EIRUCTURAL CONCRETE'. DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE.EQUIVALENT HARDWARE m INCH(INCHES) AND ARCHITECTURAL FLANS SHALL BE REPORTED TO THE ARCHITECT 9110 SHALT. MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.INSTALL AU.HARDWARE IOINxH FRAWG MAUIC SOEBUIE(N U LU OF IBC TABLE 2304.9.1) a I POUND(S),NUMBER JST. JOST CORRECT THE DISCREPANCY IN WRITING.ANY WORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903 ADMIXTURES SHALL BE PER MANUFACTURERS'SPECIFICATIONS.WHERE STRAPS CONNECT TWO MEMBERS 0 = EQUAL(S) JO JOINT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTORS RISC REFER TO APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ADI 318-05 SECTION TOGETHER PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER PROVIDE CONNECTION FASTENING / PER ARCHITECTURAL PLANS FOR OPENINGS,ARCHITECTURAL TREATMENTS.AND DIMENDONS 16.CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AR ENTRAINING 501)0 BLOCKING AT ALL BEARING POINTS.SEE SECTION 06071 FOR FASTENER 1.JOIST TO TEL 0R ORDER (3)0.13E X 25'TONAM.S U K KIPS(1000) NOT SHOWN.CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC.NOT SHOWN. ADMIXNRE CONFORMING TO IBC SECTION 1904.2.THE USE OF WATER SOLUBLE CHLORIDE REQUIREMENTS AT TREATED LUMBER.TYPICAL NAILING NOT SHOWN PER PLAN,DETAIL,OR 2.BOGNG TO JOIST (3)0.131'X 25"TOENAILS EA.END Z m A.B. ANCHOR BOLT ICN SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO 3.1X6 OR LESS 91B SR.TO,64. (2)CUM" 25'FACE NM. ABV. ABOVE LET. LATERAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY THE FASTENING SCHEDULE ON SHEET ST.1. 4.WOEU THAN 1X6 918FLR TO JST.(3)0.131'X 25'FACE NM In ADD. ADDITIONAL LB. POUND(S) CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL i Y SIBFLOOR TO JSL/SIDER (2)0.148'X3715'BUNG&FACE NM ADJ. ADJACENT LB. LAG BOLT(S) ERECTION.BAC FILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE FOUR WEEKS PRIOR TO PLACING CONCRETE MIX DESIGNS SHALL BE REVIEWED FOR NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 12RM DOST TO TOP PLATE m ALUM. ALUMINUM LG LENGITUDINAL) PROPERLY SUPPORTED. CONFORMANCE TO IBC SECTIONS 1904 AND 1905, FOLLOWS: (Q 0.148X3715'AT 12'0.0 TOENAIL c 24JTUIL7-UP ORDERS AND BEAMS (1)0.148'X 325'AT 12.EA EDGE STAGGERED o ALT. ALTERNATE LOAF LENGTH THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK THE CONCRETE MX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: ARCH.L A CHITEC(URLT) 116 LIGHT GAUGE IZTNL FRAMINGNAIL SIRE DIAMETERD.131 LENGTH ARCH. ARCITECT(URE) LLIi LONG LEG HORIZONTAL CONTRACTOR SHALL BE RESPONSIBLE FON THE COOROINAnON OF THE EXCAVATION, SHORING,AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES CALL THE 28 DAY MAX MAX. AIR SPECIAL LOCATION 8d 0.131' 2.5' D c ASSY ASSEMBLY LLV LONG LEC VERTICAL UTILITY LOCATE DRVICE PRIOR TO ANY NORK AT 1-60D-332-2344, 1ILM2± 0.148' 3.2 B. BOTTOM LSH LONG SLOTTED HOLE(5) STRENGTH W/C SLUMPENTRUNMENT INSPECTION AND 12tl 4148' 3.25' C °' BEL BELOW LT.WT. LIGHT WEIGHT Fc(PS) RATIO (INCHES)(PERCENT) REWIRED APPUCATION BEN BOUNDARY EDGE NAILING LW. LIGHT WEIGHT 01104 CODE REOWEI ENIS I6d 0.162' 35" En v B.F. BRACED FRAME 2500 0.45 421 031 NO FOOTINGS C BLDG BUILDING NAS MASONRY ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2014 ORSC(2014 OREGON UNLESS NOTED OTHERW5/PER SHEARWALL SCHEDULE OR PLANS,ANCHOR BOLTS AT LJ°J 3000 0.45 411 531 NO EXTERIOR SAB ON GRADE, BLO BLOCK MASN. MASONRY STRUCTURAL SPECIALTY CODE)AS ADOPTED BY WASHINGTON COUNTY.OREGON. SILL PLATES SHALL BE 5/8"DIAMETER WITH 7'MINIMUM EMBEDMENT NTO CONCRETE O m N DRIVEWAY$CURBS.WALKWAYS.PATIOS,PORCHES,STEPS EXPOSED TO AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM BLKG BLOCKING MAT. MATERIAL 01200:DEIGN LOADS WEATHER AND GARAGE FLOORS. BIW. BELOW MAX MAXIMUM LIVE LOADS 2500 0.50 531 DAT NO ALL OTHER CONCRETE OF TWO BOLTS PER DLL PIECE WITH ONE BOLT LOCATED NOT MORE THAN IY NON LESS u a BM. BEAM K0. MACHINE BOLT THAN 4.5"FROM EACH END OF THE PIECE A COUNTER -229"PLATE WASHER SHALL BE ', m BBS BPoIX MASONRY UNIT MOM METAL BUILDING MANUFACTURER DECK( ) 25 PS ONE COMPRESSOR TEST MINIMUM STALL BE COMPILED FOR EVERY 150 CUBIC YARDS ON PROVIDED FOR ALL ANCHOR BOLTS(DO NOT COURIER-SINK PLATE WASHER$), A 13/16- ONE z m DECK LIVE 5000 SCUARE FEET 7 SURFACE AREA FOR EACH LOX DESIGN PLACED EACH DAY.A X 1 3/4"DIAGONAL SLOTTED HOLE IN THE Y X Y PLATE WASHER IS ALLOWED WITH A m mo BN BOUNDARY MAKING MECH. MECHANICAL PS' BARRY. BOUNDARY M.E.d.MASONRY EXPAR9ON JOINT SNOW LOAD DESIGN DATA TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME STANDARD CUT WASHER jn,. N B.O. BOTTOM OF MEZZ. MEZZANINE Pg=10 PSF DIF=14 PSF Co=1.4 Is=1,0,Cl=1.0, SAMPLE AND TESTED AT THE SPECIFIED AGE.ADDITIONAL CYLINDERS MAY BE MADE FOR B.O.E. BOTTOM OF EXCAVATION MFR MANUFACTURERAMINE INFORMATION REGARDNG POST TENSIONING,FORM REMOVAL STRENGTH DEVELOPMENT,OR B.O.F. BOTTOM OF FOOTING MIN. MINIMUM OTHER PURPOSES.CONCRETE SHALL BE ACCEPTABLE IF: 0610.AND R NO BEAM SHANGERS SO BRDG BRIDGE TNG MISC. MISCELLANEOUS WIND DESIGN DATA(UPHJFT): JOIST BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY ( ) 1. EAST FALLS PSI BELOW THE SPECIFIED STRENGTH SYPSON STRONG-SE.EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY U BRG BEARING M7L METAL BARIC WIND SPEED: 120 MPH(ULT.)93 MPH(ASD) 2.THE AVERAGE OFF ALL SETS OF 3 CONSECUTIVE T0515E5T5 DOES NOT FALL WIND II�ONTANCE FACTOR la=1.0 BELOW THE SPECIFIED STRENGTH. ENGINEER OF RECORD.JOSE AND BEAU HANGERS SHALL BE PER PLANS OR DETAILS. BTM. BOTTOM ;,. BUN. BETWEEN (N) NEW WNNDOEXPOOSUjURE:FACTOR EXPOSURE B CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING y N.LB. NON-LOAD BEARING AT NO ADDITIONAL EXPENSE TO TIME OVER C CAMBER N0. NUMBER INTERNAL PRESSURE COEFFICIENT: GCp1=+/-0.18 06104:SIRIICA E BE WOOD FRAMING CAMBER CAME. CAMBER(ED) N.E NEAR DOE COMPONENT/CLADDING WIND PRESSURE: P(C)=25 PSF RESHIXRIN4 WHERE REWIRED,SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO - CANT. CANTLEYER(EO) N.T.S. NOT TO SCALE PROPOSED RESHOMING PEARS TO THE ENGINEER OF RECORD FOR RENEW COMPRESSION OF ASSFMBUES OF WOOD COMPONENTS. PLUMBING.ELECTRICAL,MID 2 r CF CUBIC FOOT N.WCNORIMAL HEIGHT CONCRETE EARTHQUAKE DESIGN DATA.. MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT ¢ SD-1 (3)7�PoIIA(1) �y1 POST 9 S OLP. CAST IN PLACE SEISOC IMPORTANCE FACTOR 1e=1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT TO ACCOMMODATE 1/4 NCH PER FLOOR MOOD SHRINKAGE.THE USE OF KILN DRIED DM � 3 e Cl CONSTRUCTION JOINT 0.0 ON CENTER SPECTRAL RESPONSE ACCELERATIONS Ss=1.004 S=0.442 SPECIFIED BY THE ARCHITECT. LIMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO ti ) '�7Ti`�� a. CL CENTER UNE 0.0. OUTSIDE DIAMETER SITE CLASS SITE CLASS D APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. CU-BELOW' if z o /w n O.F. OUTSIDE FACE SPECTRAL RESPONSE COEFFICIENTS SIS=0.735 SDI=0.46 III 11��I O e ry 0.G CEILING .ILII DR. CLEAR 0•H. OPPOSITE HAND SEISMIC DESIGN CATEGORY: SEISMIC DESCH CATEGORY D COL COLUMN OPNG. OPENING BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM VIZ 4, CONC. CONCRETE OPP. OPPOSITE DESIGN BASE SHEAR Co=0.120 W 06164 MOOD WOOD SHEATHINGG r? 4a8 d-.4''V/03.1 "' �� CONN. CONNECTION ORNT. ORIENTATE(ION) RESPONSE MODIFICATION FACTOR R=6.5(LIGHT-FRAME WALLS) NIOQ RENFORCBIF.STEEL STRUCTURAL PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 3 �2j II' �� 1111.1.‘4'1.3 fs7 lir.,._, ./ CONST. CONSTRUCTION OSB ORIENTED STRAND BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE REINFORCING STEEL DETAIUNG,FABRICATION,AND PLACEMENT SHALL BE PER ACI AMERICAN PLYWOOD ASSOCIATION.MOW SHEATHING PANELS SHALL BE C-D NT APA 1)3: (/ CONT. CONTINUOS O.W3 OPEN WEB JOIST 318-0.5.REINFORCING STEEL SHALL MEET.THE FOLLOWING REQUIREMENTS WITH EXTERIOR DOE(CSX).ORIENTED STRAND BOARD(OSB)PANELS SHALL BE nom CTSK. COUNTERSINK 01300 GEOTECIIICML!FORMATION EXPOSURE 1.PANELS STALL HAVE THE FOLLOWING THICKNESS.SPAN RATING.AND 541 ..all �-1 CTR. CENTER(E0) PAR. PARALLEL EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ASTM A-fi75 DEFORMED BARS GRADE 40(f=40 KD)FOR/3 BARS ONLY FASTENING UNLESS NOTED OTHERWISE PER PLAN: P/CASTM A-615 DEFORMED BARS GRADE 60(I=60 KS)FOR 4 BARS AND LARGER EDGE FIELD .r y cY CUBIC YARD PRECAST ENGINEERING RECOMMENDATIONS ALL FOUNDATIONS ME TO BE FOUNDED ON NAILS NAILS f N.• PEN PANEL EDGE NAIL COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED . ASTM A-706 DEFORMED BARS GRADE 60(I=60 KS)FOR ALL WELDABLE BARS RODE: 7/16'40/20 C-0 APA COX TAG 8A AT 6' Bd AT 12' 2s8 0 16'00 p I d PENNY(NAILS) PERP. PERPENDICULAR GEOTECHNICAL ENGINEER ASTM A-185 SMOOTH BAR(I=60 KS)FOR WELDED WIRE FABRIC DECK FRAYING w DB DROPPED BEAN FLOOR:3/4"APA RATED STIRO-I-FLOOR OSB 40/20 TAG IOd AT 6" 10d AT 1Yo DBA DEFORMED BAR ANCHORS PL PROPERTY UNE CONVENTIONAL FOUNDATIONS HAVE BEEN DEDONED WITH THE FOLLOWING PARAMETERS REINFORCING FOR DABS ON GRADE SHALL BE 6X6 WI.4XWI.4 WELDED WIRE FABRIC ON SHEARWALL:7/16'C-D W/EXRPoON GLUE SEE SCHEDULE SHEET 51.1 DBL DOUBLE PLY PLAN ALLOWABLE BEARING PRESSURE 2000 PSF FIBER MESH UNLESS NOTED OTHERWISE.PROVIDE LAP SPLICES PER THE LAP SPIJCE I LEDGE u u u - u o �'o DCA DEMAND CRITICAL WELD RANG. PLUMBING ACTIVE EARTH PRESSURE(WILDING) 35 PCF SCHEDULE ON SHEET 56.0.REINFORCING STEEL AT ALL WALLS,SUBS,AND FOOTINGS ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAN DEPT. DEPARTMENT PLY10. PLYWOOD ACTIVE EARTH PRESSURE(AT-REST) 50 PCF SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. PERPENDICULAR TO SUPPORTSTAND W A STAGGERED PATTERN TILING NOTED OTHERWISE PSF POUNDS PER350 PCF PER PUN.BLOCKING AT INTERMEDIATE FLOOR AND ROOF 9HUTONJOINTS SHALL NOT a SFT, DETAIL SQUARE FOOT COEFFICIENT EARTH PRESSUREICTIONBE REQUIRED UNLESS SILTED PER PLAN.97EARWALL SHEATHING SHALL BE I OF DOUGLAS FIR PD PINTAS PER SQUARE INCH COEFFICIENT OF FRICTION 0.35 COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED ONERNISE: BLOCKED AT ALL EDGES WITH OTHERWISE 3X FRAMING PER EARWALEL SCHEDULE DIA DIAMETER P.T. PRESERVATIVE TREATED SOL PROFILE STE CLASS D SHAG DIAGONAL PT POST TENSON(ED) CONCRETE CAST AGAINST EARTH _ MPH. DIAPHRAGM ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING ALL BAR SIZES 3" - SCALE:1/4'=1-(F Z DIM. EMERSON QTY QUANTITY INSPECTOR OR A LICENSm GEOTECHNICAL ENGINEER. FORMED SURFACEEXPOSED TO EARTH OR WIA,HERY 1 DECK FRAMING PLAN s ° a. DN. DOWIv SMALLER 1 D.O. DITTO(REPEAT) R RADIUS 91400 5 45 AD SPECIAL INSPECTIONS OR DEEP RAD. RADIUS THE CONTRACTOR SHALL BE RESPONSBLE TO COORDINATE ALL INSPECTIONS REQUIRED REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE 4 ELS. DRAG STRUT RE: REFERENCE BY THE LOCAL BUILDING DEPARTMENT. PRIOR TO CONCRETE PLACEMENT.REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT SEE ARCHITECTURAL MANUFACTURED RAIL SYSTEM ANO CONNECTION SPE ARCHITECTURAL MANUFACNREO OAR SYSTEM AND CONNECTION < 1 REF. REFERENCE FOR ALL FLASHING DESIGN BY OTERS-DEFERRED SUBMITTAL FOR ALL F1A50NG DESIGN BY outs-DEFERRED SUBMITTAL 0 0 DWG DRAWING($) AS NOTED IN THE DE9OR DRAWINGS.WELDING OF REINFORCING STEEL SHALL NOT BE DETAILS ENGINEER CF RECORD TO BENEW RM REINF. REINFORCEMENT TNG PERMITTED INHWT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTEDDETAILS ENONEER OF RECORD TO REVIEW RAIL '� DW. DOWELS) SYcCAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS ON THE DESIGN DRAWINGS. CONECOU1 FOR RN CONSTRUCTION REQ. REWIRED OTHERWISE REQUIRED BY THE BUILDING OFFICIAL ' CONNECIIC!FOR IMI CONSTRUCTION R.F. RIGID FRAME I WYPATAfil1TC (E) EXISTING COYPATAIUTY. R.O. ROUGH OPENING i. EA EACH 0740:STRUCTURAL C85fRVAllC/ RE ROUGH SAWN XISIS PER PIAN E.E. rc EACH ENO STRUCTURAL OBSERVATION IS NOT REWIRED. 06072 PRESERVATIVE'TREATED WOO PRODUCTS P.T. X6 DIAGONAL BRACE u u K E.F. EACH FACE SOH. SCHEDULE PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THEI J 0131XY NABS E.J. EXPAR9ON JOINT 01402:QUALITY ASSURANCE REQUrEYENTS STRUCTURAL SUPPORT OF THE BUILDING.BALCONIES PORCHES,OR SIMILAR PERMANENT W/(3)Bd EA UST. 1 ST TO BEAM NOTE E IN SE HARDWARE z I u SD STRUCTURAL COMPOSITE WOODBLICG TO JOIST LOGTp IN SPOONS BAY EL ELEVATION THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE �I 0 TO BEAM PROVIDE DWONG BOTH SIGHED. SCHEDULE ELEV. ELEVATOR NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01401 PROTECTION FROM A ROOF,EAVE,OVERHUNG OR OTHER COVERING TO PREVENT r/ BAYS SMT' SHEET HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED IN SUCH SECTIONS MOISTURE OR WATER ACCUMULATION AlTHE SURFACE OR AT JOINTS BETWEEN MEMBERS. _ '''r EYED. EMBEO(MENT) SM. SIMILARi-.��. ��".__�_ EN EDGE NAILHAS BEEN FRONDED. �_ IsiliW. �F �rii• ;�►!wry Sl SHRINKAGE CONTROL JOINT ALL WOW INSTALLED ABOVE GROUND MO RESTING ON AN EXTERIOR CONCRETE OR aye WIiV / aA..1111711 ENG ENGINEER � �����),... II 1111=-509,. E0. EQUALSKY/. SKEWED) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR STRUCTURES OF UGHT WOOD FRAMING MASONRY FWNOA.ON WALL LESS THAN B INCHES FROM EXPOSED EARTH. . _ �( aIc?j"f ' ' �=; SAG SUB ON GRADE WITH DESIGN SPECTRAL RESPONSE AT SHORT PERIODs'�IY E.W. EQUIPMENT $Sd;NOT EXCEEDING 0.50g POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A E.W. EACH WAY SPC. SPACE(S)(TNG) - "' EXP. EXPANSION SPEC. SPECIFICATION(S) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR WIND EXPOSURE B MEW BASIC WIND CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARN.EXCEPT; .JOIST BLOCKING �, iTT2Z PER PLAN DTT1Z PER PLAN EXST. EXISTING 54 SQUARE SPEED IS LESS THAN 120 MPH. •r-d EXT. EXTERIOR STD. STANDARD 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH 2)11226'DIA LalggvWL et nu RE:ARCH SEM STAGGER SUMMARY:A QUALITY ASSURANCE PLAN IS NOT REWIRED BY CODE FOR THIS ABOVE THE DAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE ASTENEDS W/Y MIN FAB. FABRICATION STIFF. STIFFENERS) STRUCTURE. BARRIER PENETRATION TO RWM AT J1X515 PER RAN FB FLUSH BEAM STIR STIRRUPS) It G.E.STAGGERED BLKG W/A34 EA +•� EDN. FOUNDATION STL STEEL 2. IF IN AN ENCLOSED CRAWL SPACE CR NI UNEXCAVATED AREA WITUIN THE SPE EA ENO F.F. FINISH FLOOR SIRUO STRUCTURAL 61700:EXEWTON REEL1NEIE.NTS BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE IIDGIIt SQUARE POI RAN MATCH FIN. FINISH(ED) STRUCT. STRUCTURAL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN U BEAU YON NDE MAD 0 0. AT NOTE: FLG. FLANGE SUSP. SUSPENDED(DON) CODES. IMPERVIOUS MOISTURE BARRIER. 16 FEET MAX 0.G Ledged.ot Foslams shill ISA PI OS'f CTAOP POST W/PC FLR FLOOR SIMM. SriOEIRICAL LOCATE ASSY.WTION 4 be per ICC ESR-1078 S➢ FN FIELD(FACE)NAIL 02000 STE CCNSIRUCTNXI I DEEPERS AND SUS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN DECK Cf EACH END O F.0. FINISHED OPENING T. TOP ALL STE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH, F.O.C. inil FACE OF CONCRETE T.AB. TOP AND BOTTOM RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT(SEE SECTION 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR SCALE:3/4'-1-0' SCALE 3/4'=I'-0" Cd F.Q4. FACE OF MASONRY TEMP. TEMPORARY 01300)AND IN 9185EQUENT OIRECTIVS F.O.S. FACE OF STUD T.A4 TONGUE AND GROOVECONCRETE OR MASONRY WALLS BELOW GRADE. 2 TYPICAL DECK DETAILS 3 TYPICAL DECK DETAILS F.O.W. FACE OF WALL TIK. TRUCK(NESS) 02260 EXCAVATION SUPPORT AND POTECINN FRY. FRAMEONG) THRD. THREADED EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN W000 PRESERVERS'ASSOCIATION r/] F.S. FAR SIDE IN TOE NAIL MATERIAL PER THE GEOTECHNICAL ENGINEERNG RECOMMENDATIONS. OVER-EXCAVATED (AWA)SPECIFICATION CO AND C9 OR APPLICABLE STANDARDS Cl..FT. FEET(FOOT) I.R.S. OP OF SHEATHING(SLAB) AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL BRACING FOR NOTE:PROVIDE j S FRT/ FIE RETARDANT TEAM 11000 T.O.W. TOP OF WALL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. ALL FASTENERS(NAILS,BOLTS,ANCHOR BOLTS,PLATES HANGERS,ETC.)IN CONTACT POSTS E7(CEIDNG 7 BRACE DIN DINE SDE FTG FOOTING TRARSV. TRANSVERSE WTI TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 MO7 DIPPED GALVAN2Ep FEET TALL ( )X 6- j LAG BOLT A CONDITION, a O U T.O.S. TOP OF STEEL EXCAVATION DOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE UMLTS PER ASIR A153 CR STAINLESS STEEL GA. GAUGE TSP. TYPICAL SPECIFIED BY LOCAL.STATE,AND NATIONAL SAFETY REGULATIONS. a GALV. GALVANIZE(D) 4x6 BRACE(EYP)-GET a GR GRADE BEAM U.N.O. UNLESS NOTED OTHERWISE INSTALLATION OF CONSTRUCTION SHORING,IF REWIRED,SHALL BE PER THE SHORING ONE DUCE AT END POSTS CO GIB GLUE LAMINATED BEAM U/S UNDERSIDE ARCH.A ORADRAWINGS.NOTES,AND SPECIFICATIONS. GECXING PER GRD. GRADE 06104 ROUGH FRAYED GAB U 4.4 a GWB GYPSIY WALLBOARD V. VERTICAL SAWN LUMBER S AU.CONFORM TO NEST COAST LUMBER INSPECTION BUREAU(RCM) H w, ' Z GWCRETE GTE VERT VERTICAL '(TRADING AND DRESSING RULES"N0.17 LATEST EDITION. SAWN LUMBER SHALL BE 545 BUM 0 H^RIUS VW VERIFY N FIELD AND SURFACED DRIED,19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER ___ HD HOLDOIN W.H. HORIZONTAL FROM MEATIER AND'PROVIDE FURTHER DRYING OF ASSENTED FRAYING TO MINIMIZE II I Q U H.D.G. HOT DIPPED GALVANIZED w/ WITH WDE(W1D7H) WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO WEATHER OR N CONTACT WITH �I�,I,'�� III,/I� I 1-1 O) CONCRETE OR MASONRY SHALL BE PRESERVATIN:TREATED S A.PER PLAN. LUMBER ® /V i - .n HDR. HEADER W/O WITHOUT SPECIES,GRADE,AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS 4. 4 F/-a) HOE HANGER NO. WOW UN.4 PER PLAR/SCNEDUIE: AllvCZ:' 10 HORZ HORIZONTAL WHS. WELDED HEADED STUDS F6 Ey Fop Fc E _ V mama. EADERHORIZONTAL W.P. WORK POINT USE/LOCATION SPECIES GRADE (FSI)(PD) (DID) (FSP)(PSI) •00•-1 4.d o HR HEADER W.S. WELDED STUD JOISTS R.S.R. HIGH STRENGTH BOLT WT. WEIGHT 2X,3X HEM-FIR N0.2 850 150 405 1300 1.3E6 PT 7X12 MINERS .C) O0 x HL HEIGHT W.WF. WELDED WIRE FABRIC 'I, INMAX L0. INVER DIAMETER X-STT EXTRA STRONG LEDGERSlDSIRNGF.R70RIY I.E. INVERT EEVATION OX-SEG DOUBLE EXTRA STRONG 3X DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1.6E6 BOTOt HC�LF. IN90E FACE 4X DOUGLAS FIR-LARCH NO.1 1000 160 625 1500 L7E6 YD YARD /81HRU BOLT(CIRSNE) ,i, P.T.POST PER PLAN BEAMS AND POSTS (MAX HEIGHT=10'4', STRINGER TO DECK 4X DOUGLAS FIR-LARCH NO.2 900 180 67151300 1.6E6 NTS. 3/4-=E-0" TALL POST BRACING � 6% DOUGLAS FIR-LARCH NO.1 1200 17D 625 1000 1.6E6 4 NOT USED 5 TYPICAL DECK DETAILS s