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Plans (73) MILBRANDT ARCHITECTS Bulletin 25 Central Way, Suite 210 • Kirkland, WA 98033 Tel: (425) 454-7130 • Fox: (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%"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 OF TIGARD REVIEWED FOR CODE COMPLIANCE Approved: ] OTC: [ ] - Permit#: -i-an 1c.- oo O� Address: i 5 i a l Sw ),_c 4:71% !J✓ Suite #: By: ) Date: $-As--I REVISION Distribution: From: David Burnett Polygon Northwest Attn: Chris Walther Phone: (360)695-7700 OFFICE copy REVISION BUILDING PAPER PRE-FLASHING, EXTEND 6" ABOVE LEDGER, MIN. METAL Z-FLASHING TYPE B SEE DETAIL 19/15 SPACED DECKING P.T. 2x JOISTS - ]- SEE STRUC. FOR CONNECTION DETAILS P.T. 2x LEDGER P.T. PLYWOOD FUR STRIPS Y2" x 1Y2"-2" AT EVERY LAG. TYPE A FLASHING SEE DETAIL 19/15 IN\ PRE-FLASHING, EXTEND 2" BELOW LEDGER, MIN. SIDING BUILDING PAPER OR PRE-FLASHING; EXTEND TO ABOVE DECK-TO-WALL FLASHING DECK TO WALL FLASHING C SPACED 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. • CT ENGINEERING 1 NC 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. ED PR°' 4 ��G I NF. k C� C •; 60 . '� III ,p�REG�iN� ' 22 ,����<� SFS T GO\ 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 /u$7-.,2-0/Cp 0U) 7 REVISION AUG 222016 rI reg s �p TEA. ��LA F �' 31 .,>" 25CentralWay,State moomimmosammommommoNommino��11111111 /p I� 1� r��lr—l/11M11Trv7%�f I$.iL XR5.4.1t4YD51 t4t5.gte. 98633 4t5.6.58 MS i 0 0 1 -^, i�dS93't7tF:a7Sb58:3� . _ ik...;!.‘,1 A 5\§ WeAl carat iDllhlDedteeeh.eSee leulommimmommemommanomme n ______v _.............ir &Op e*4. ICICI 0 AUG memmomommoimammmommlamonommi wilimminNimi 7 x t �f v KIRKLANG,WA. --� !G F�J -f 5558 mommoomomem im NoommammoN No in _ L---- —r qT4'n F ���� immninimmommil mmmumlomemommomme T. 111-_ ..,,, :_, __.....Ell NM - 1=11111/1111/1=1/1111 . MIIMMIIMIIMMINIIIIIIIIIIIIINIMIll "a IN MIIIIIIIIMINIIMII MN 1 MI 1111•11•111111111•11111 Ell IN 3--E. MiliMENIMMIIIIESAMI III _ DECK _ DECKmiommimmiiiiiimm < - - - - DECK111111•111111111111 . 7.4 mommomm=.1.1.....m."•=................".."m.Ili •-=_hi __ ill Nomommes •mo -F. _ �, :4;', n 11 1 - ak ev,/ N -12 :,,:_,,,_ .s ,... o .L .,.. .,,© .. , ,, , .. ,iL, r_LL., ,_u_., r_LL, u) - DROP DISTANCE FOR DROP DISTANCE FOR FOOTINGS C s t9 SINGLE FAMILY DECK SIDE ELEVATION LFOOTINGS AND ENGTH OF DECK POSTS SINGLE FAMILY DECK REAR ELEVATION AND VERTICAL PNGTHOS SOVARIDECESK SINGLE FAMILY DECK SIDE ELEVATIONo 1/4"=1'-0" VARIES. 1/4"=1'-0' 1/4'=1'-0' t0 Co LU 003 R o O EL W .E t= co LL - 0 C R CI. O - / - MANUF.RAILING SYSTEM (3)228 P.T.& ©_© LL E' SURFACE OR FACE-ATTACHED (1)2x8 TRIM CZ1 K t DTT2Z RAIL POST - 18"x18"xi0"FTG. 4x4 PT POST . W/(2)#4 EW. I���.�i.� n..1.■l�III�"I AAC4 POST CAPE _I cg oo e� SUPPORT POST BELOW Deck t d I". . —SPACED DECKING DTT2Z - DTT2Z III ' lirDECK ABOVE Y (3A8;11-14 3)2x8 P.T & 1I m (1) C (i)2ze TRIM (3)2x8 P.T.& d CO (1)2x8 TRIM Q E P T.1x6 i T.2x LEDGER BRACE,TIP. cos ' . en SINGLE FAMILY DECK FRAMING PLAN DIAGONAL AM . P. E SINGLE FAMILY DECK FLOOR PLAN /4' -0" LI. o 1/4'-1'-0" z CD c—CD co C >, 0 to a 1 Joh No. 12-11 Y Sheet No. Sheet Order. A S D !' t ABBREVIATIONS 2 STRUCTURAL NOTES & AND IN. INCE(S) 01001 GENERAL RETIREMENTS 0300Q CONCRETE 06102 FRA1r0 NOTES 4 ROUGH FRAMING NAILING SCHEDULE 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 ' FEET(FOOT) INT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS,NOTES SPECIFICATIONS STE CONDITIONS STANDARD AD 318-05"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'. DETAILS SHALL BE AS MANUFACTURED BY UMPSON STRONG-TIE.EQUIVALENT HARDWARE m • WON(INCHES) MO ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.INSTALL ALL HARDWARE ROIN FRAIUI NMLN6 SOWDIIE ON LEL OF BC TABLE 2304.93) a I POUND(5).NUMBER 75T. JOST CORRECT THE DISCREPANCY IN W ITING.ANY WORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903.ADMIXTURES SHALL BE PER MANUFACTURERS'SPECIFICATIONS.WERE STRAPS CONNECT TWO MEMBERS CONNECTION FASTENING :_ EQUAL(S) JT. JOINT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK, REFER TO APPROVED BY THE ENONEER OF RECORD MID SHALL COMPLY KITH AO 318-05 SECTION TOGETHER,PLACE HALF OF THE REWIRED FASTENERS INTO EACH MEMBER.PROVIDE 1 CONNECTION TO SILL OR ORDER (3)Q13P X 25'TOENAILS/ PER ARCHITECTURAL PLANS FOR OPENINGS,ARCHITECTURAL TREATMENTS,MD DIMENSIONS 3.&CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN MR ENTRAINING SOLID BLOCKING AT AU.BEARING POINTS SEE SECTION 06071 FOR FASTENERU K KIPS(1000) NOT SHOWN.CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC.NOT SHOWN. ADMIXTURE 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.BOOHG TO JOIST (3)0.131"X 2.5'TONALS EA END Z A.B. ANCHOR BOLT ON SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER BC TABLE 2304.9.1 OR TO 1 106 OR LESS SIBFTR TO AST. (2)0.131'X25"FACE NAR ABV. ABOVE LAT. LATERAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY 7HE FASTENING SCHEDULE ON SHEET 51.1. 4.WDER THAN IX6 SUBGR TO JSL(3)0.131'X 25 FACE NAL ADD. ADDITIONAL LB. POUND(S) CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REWIRED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER O RECORD FOR APPROVAL S 7 SUBLITR TO JSL/OROER (2)0.148"X 3.25 BUND&FACE NAL H ec ADJ. ADJACENT LB. LAG BOLT(S) ERECTION.BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE FOUR WEEDS PRIOR TO PLACING CONCRETE.MIX DESIGNS SHALL BE REVIEWED FOR NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 1286 JOIST TO TOP PEAIE (I)0.148 X 325"AT I7 QC TOFNAL o •z PROPERLY SUPPORTED. CONFORMANCE TO INC SECTIONS 1904 AND 1905. FOLLOW: °P o ALUM. ALUMINUM LG LENGTH DINAL) N.BIJILT-UP GROSS AND BEAMS (1)Q748"%3.25'AT 12'EA.EDGE STAG[iREO ALT. ALTERNATE LGTH. LENGTH N 1 m APPRX. APPROXIMATE(LY) LOAF LIGHT GAUGE METAL FRAMING THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK THE CONCRETE TAX DESONS SHALL MEET THE FOLLOWING REQUIREMENTS NAIL Siff DIAMETER LENGTH ti LLH LONG LEG HORIZONTAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, 0 ej ARCH. ARCHITECT(URAL) 9HOHNG MO O1HER WORK VB H ALL URUTIES AND ADJACENT PROPERTIES CALL THE 28 DAY MAX MAX MR SPECIAL LOCATION Bd 0.131'T4B25' D ASSY ASSEMBLY LLV LONG LEG VERTICAL104 0.148" 3.0" PT B. BOTTOM LSH LONG ROTTED HOLE(S) UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-332-2344. STRENGTH W/C RUMP ENTRAINMENT INSPECTION AND 12tl QNB' 3.25• 'ED 4) BEL BELOW LT.WT. LIGHT WEIGHT fc(PS) RATIO (INCHES)(PERCENT) REQUIRED APPLICATION 16d 0.162' 3.5• C R7 BEN BOUNDARY EDGE NAILING LW. LIGHT WEIGHT ALL D COOS ID CONSENTS W°P B.F. BRACED FRAME ALL OESON AND CONSTRUCTION SHALL CONFORM TO THE 2014 ORS(2014 OREGON 2500 0.45 411 531 NO FOOTINGS UNLESS TED OTHERWISE PER SET RWALL SCHEDULE OR PLANS ANCHOR BOLTS AT c 3000 0.45 411 5±1 NO EXTERIOR SLAB ON GRADE, o BLDG BLOWING MAS MASONRY STRUCTURAL SPEGALtt CODE)AS ADOPTED BY WASHINGTON COUNTY,OREGON. SILL PLATES SHALL BE SNOT DIAMETER WITIi EE MINIMUM EMBEDMENT INTO CONCRETE C av BLK. BLOCK MAST. MASONRY DRIVEWAYS,CURBS WALKWAY$PATOS PORGIES,STEPS EXPOSO TO AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM y" BLKG BLOOMING MAT. MATERIALWEATHER AND GARAGE FLOORS Y a: 01200 OE901 LOADS OF 7x0 BOLTS PER SRI.PECE MTH ONE BOLT LOCATED NOT MORE THAN 12'NOR LESS 2500 0.50 531 031 NO ALL OTHER CONCRETE BIW. BELOW MAX MAXIMUM LIVE LOADS THAN 4.5"FROM EACH ENDO THE PIECE. A 3'X3"X0.229'PLATE WASHER SHALL BE U u m BM. BEAM M.B. MACHINE BOLT DEC((SOW) 25 PS PROVIDED FOR ALL ANCHOR BOLTSZ ONE COMPRESSOR TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS ON (DO N07 COUNTER-SEE PLATE WASHERS). A 13/16' BIND BRICK MASONRY UNIT MOM METAL BUILDING MANUFACTURER DECK(LIVE) 40 PS 5000 SQUARE FEET CF SURFACE AREA FOR EACH LOX DESIGN PHACO EACH DAY.A X I 3/4"DIAGONAL SLOTTED HOF IN THE 3'X 3'PLATE WASHER IS ALLOWED WITH A -c BN BOUNDARY NAILING MECH. MECHANICAL BNOR7, BOUNDARY ILEA.MASONRY FXPARSON JOINT SNOW LOAD DESGN DATA: TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAMESAY BE MADE FOR STANDARD CUT WASTER ti N B.O. BOTTOM O MEZZ. MEZZANINE Pg=20 PS,P1=14 PS,Ce=1.0.Is=1.0,Ct=T.R. INFMORMATION REGARDING POST TTENSONING.FORM REMOVAL STRENGTHPLE AND TESTED AT THE SPECIFIED AGE.ADDITIONAL CYLINDERS DEVELOPMENT,OR B.O.E. BOTTOM Cf EXCAVATOR MFR. MANUFACTUREROfi103:MST AND EWAN RANGERS OTHER PURPOSES.CONCRETE SHALL BE ACCEPTABLE IF: B.O.F. BOTTOM O FOOTING TION. MINIMUM WIND DESIGN DATA UPLIF JOST AND BEAM HANGERS AS NOTED IN THEAR PLANS ESHALL BE AS MANUFACTURED BY BRIM. BRIOOE(ING) LOSG MISCELLANEOUS ( T}• 1.NO TESTVE FALLS 500 PS BELOW THE SECIFIED STRENGTH SIMPSON STRONG-TE EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY `" U MT_ METAL BASIC WIND SPEED: 120 MPH(ULT.)93 NPH(A50) 2.THE AVERAGE O ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL BRG BEARING WIND IMPORTANCE FACTOR Iw=1.0 BELOW THE SPECIFIED STRENGTH. ENGINEER O RECORD,JOIST AND BEAM HANGERS SHALL BE PER PLANS OR DETAILS. BTI' BOTTOM WIND EXPOSURE: EXPOSURE B CONCRETE NOT MEETING THE MOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING N. BRIM BETWEEN NEW TOPOGRAPHICAL FACTOR KR=1.0 AT NO ADDITIONAL EXPENSE TO THE OWNER LR NON-LOAD BEARING INTERNAL PRESSURE COEFFICIENT: GCpi=+/-0.18 06104:SHRINKAGE OF 11000 FUMING C CAMBER NO. NUMBER SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS O MOISTURE CONTENT AND TO CANE. CAMBERED) N.S NEAR SIDE CO COMPONENT/CLADDING WIND PRESSURE: P(C)=25 PS RESHORING WHERE REWIRED,SHALL CONFORM TO AO 301 SECTION 4.& SUBMIT COMPRESSION O ASSEMBLIES O 9.000 COMPONENTS PLUMBING,ELECTRICAL,AND 2 N.T.S. NOT TO SCALE 21 PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. �� 50.,1 (3)2X8 te(1) Al,ANT. CUBIRFVER(EO) N.W.CNORMAL WEIGHT CONCRETE EARTHQUAKE DESIGN DATA: MECHANICAL SnILYS AS WELL AS EIGTEPoOR FINISHES SHALL BE DESIGNED AND BUILT 2X81RIY t�1' RM PBS �,yaWii 3 CF CUBIC FOOT SEISMIC DMPORTANC FACTOR Ie=1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT TO ACCOMMOOAh 1/4 NCH PER FLOOR WOW SHRINKAGE.THE USE O KILN DRIED i •V (TVP,) L CLP. CAST IN PLACE SPECTRAL RESPONSE ACCELERATIONS: Ss=1.004 51=0.442 SREpFlEO BY TIME ARQHITECT. LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO . _ C GJ. CONSIRUCTON JOINT O.C. ON CENTERAPPLICATION O FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. •BELOW z m w LL CENTER UNE 0.0. OUTSIDE DIAMETER SIE CUSS SITE CLASS D 0_ III wusii`I.. ti aG CEILING O.F. OUTSIDE FACE SPECTRAL RESPONSE COEFFICIENTS 505=0.735 SDI=0.46 o CI CLR. CLEAR • O.H. OPPOSITE HAND SEISMIC DESIGN CATEGORY: SEISMIC DESON CATEGORY D ••��FFyy 1 2,A COL COLUMN OPNG OPENING BASIC FORCE RESSENG SYSTEM BEARING WALL SYSTEM 06161 WIND SEATING 41. 4s8 � d'j CONC CONCRETE OPP. OPPOSITE DESIGN BAS SHEAR Cs=0.120 W STRUCTURAL 1000 SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE �d ti' S/J CONN. CONNECTION ORNT. ORIENTATE(ION) RESPONSE MOOIFHCATION FACTOR R=&5(LIGHT-FRAME WALLS) 0310Q REIFORCNC STEEL 7 I� 111 3. (,REINFORCING STEEL DETAIUNG FABRICATION,AND PLACEMENT SHALL BE PER ACAMERICAN PLYWOOD A550pATION.V.000 SHEATHING PANELS STALL BE C-D 007 APA CONST. CONSTRUCTION OSB ORIENTED STRAND BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE WITH EXTERIOR QUE COX.ORIENTED STRAND BOARD OSS PANELS SHALL BE 3 awl OPEN NEB JOIST 318-05.REINFORCING STEEL SHALL MEET THE FOLLOWING RECUWEMEN7S ( ) ( ) 3 CONT. CONTINUOS EXPOSURE L PANELS SHALL HAVE ME FOLLOWING THICKNESS,SPAN RATING,AND SD-1 I 50-I CTSC COUNTERSINK 0130Q GEOTECHNICAL KANDIFO:DAWN FASTENING UNLESS NOTED OTHERWISE PER PLAN: PAR. PARALLEL EARTHWORK AND FOUNDATIONS ARE TO BE 00N951ENT WITH THE GEOTECHNICAL ASTM A-615 DEFORMED BARS GRADE 40 0)=40 KS)FOR#3 BARS ONLY EDGE FIELD ` y CTR. CUBIC THIN) ENGINEERING RECOMMENDATIONS ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTM A-615 DEFORMED BARS GRADE 60(4=60 KS)FOR/4 BARS AND LARGER H= n y;`• LY CUBIC TARD P/CEPRECAST NAILS NAILS _ ¢ I PEN PANEL EDGE NAIL COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSE/ - USDA A-706 DEFORMED BARS GRADE 60(lp60 KSQ FOR ALL WELDABLE BARS ROD: 7/16"40/20 C-D APA COX TBG BO AT 6" 8tl AT 12' 2s8 0 16-0C 0 �� V, PERP. PERPENDICULAR GEOTECHNICAL ENGINEER. ASTM A-185 SMOOTH BAR(Ig=60 KS)FOR WELDED WIRE FABRIC FLOOR:3/4'APA RATED STURD-I-FLOOR OSB 40/20 TAG 10d AT 6' 10d AT 12' 0EIX FRAMING DB DROPPED BEAM FL PRO PROPERTY UNE CONVENTIONAL FOUNDATIONS HAVE BEEN DESONED WITH THE FOLLOWING PARAMETERS REINFORCING FOR SLABS ON GRADE SHALL BE NOV WI.4XW1.4 WELDED VIRE FABRIC ON TE SiEARWAW 7/16"C-D W/EXIERIOR GLUE SEE SCHDULE SHEET 51.1 u u u LEDGER I PI w DBL DEFORMED BAR ANCHORS ALLOWABLE BEARING PRESSURE 2000 PS FIBER MESH UNLESS NOTED OTHRWIS.PROVIDE LAP SPLICES PER THE LAP SPDC �. DBL DOUBLE ABG q,yBNG ACTIVE EARTH PRESSURE(SOLOING) 35 PCF SCHEDULE ON SHEET 56.0.REINFORCING STEEL AT ALL WALLS SLABS.AND FOOTINGS AU.ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN DCW DEMAND CRITICAL WELD PERPENDICULAR TO SUPPORTS MO W A STAGGERED PATTERN UNLESS NOTED OTHERWISE DEPT. DEPARTMENT PLYWO. PLYWOOD ACTIVE EARTH PRESSURE(AT-REST) 50 PCF SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. X' PER PUN.BLOCKING AT INTERMEDIATERIL AND ROOF SHESW JOINTS SHALL NOT DET. DETAIL PS POUNDS PER SQUARE FOOT PASSIVE EARTH FRICTION 350 PO BE REQUIRED UNLESS NOTED OTHERWISED PER PLAN.SHEARWALL SHEATHING SHALL BE n OF DOUGLAS FIR PST POUNDS PER SQUARE INCH COEFFICENT OF FRICTION 0.35 COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BLOOMED AT ALL EDGES WITH 20 OR 3X FRAMING PER SHEARWALL SCHEDULE DIA DIAMETER P.T. PRESERVATIVE TREATED SOL PROFILE STE CLASS D IS DIAG DIAGONAL PT POST SENSON(ED) CONCRETE CAST AGAINST EARTH SCALE:1/4'=1'-0' DIARH 01APHRAO/ ALL FOUNDATION INSTALLATIONS ARE SMELT TO APPROVAL Cf THE LOCAL BUILDING ALL BAR SIZES 3" @ o DIM. DIMENSION OTT, QUANTITY INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER FORMED SJRFACE EXPOSED TO EARTH OR WEATHER 1 DECK FRAMING PLAN s DN. GOWN IS AND SMALLER 1 1/2' D.O. ct DITTO(REPEAT) R RADIUS 01401 INSPECTIONS AFD SPECW,ILSEC10NS re DP. DEEP �. RADIUS THE CONTRACTOR SHALL BE RESPONSBLE TO COORDINATE ALL INSPECTIONS REQUIRED REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE - - - - - < cs RE: REFERENCE PRIOR TO CONCRETE PLACEMENT.REINFORCING STEEL SHALL NOT BE FLEW BENT EXCEPT SE ARCHITECTURAL MNIUFACRHED RAIL SYSTEM AND CONNECTOR SEE ARCHITECTURAL MANUFACRIRED RAW SYSTEM AND CONNECTON ELS DRAG STRUT BY 711E LOCAL BUILDING DEPARTMENT. FOR ALL FLASHING DESOI BY OTHERS-DEFERRED SUBMITTAL FOR ALL FLLMMNG DESIGN BY DHSS-DEFERRED SJBYITTAL ,., = G DWG DRAWN 5 REF. REFERENCE AS NOTED IN THE DESIGN DRAWINGS WELDING O REINFORCING STEEL.SHALL NOT BE OTOS ENGINEER O RECORD TO REVIEW RAO. YI DETAILS WORM OF RECORD TO REVIEW RAI Y" o O'() PERMITTED WITHOUT PRIOR APPROVAL OF TRE ENGINEER OF RECORD EXCEPT AS NOTED RONF. REINFORCEMENT(ING) SPERM INSPECTIONS ARE NOT REWIRED FOR GROUP R-3 OCCUPANCIES UNLESS DWI. OOWEL(S) ON THE DESIGN DRAWINGS CONRECOON FCR REI COR8IRIICOON I i CORRECTION FOR POLI CONSIAUOOON a. REQ REWIRED OTHERWISE REQUIRED BY THE BUILDING OFFIOAL (E) EXISTING R.O.RE RIGID FRAME ROUGH OPENING COYPA7ABU77. COPATA®17Y W u EA EACH 01401:STRUCTURAL OBBEWRVATDI JOISTS PER PLAN g RS ROUGH SAWN STRUCTURAL 00SRVATON IS NOT REWIRED. 06071:PRESERVATIVE TREATED WOOD PRODUCTSI n z E.E. EACH END P.T.1X6 DIAWNAL BRACE PRESERVATIVE TREATED WOOD SHALL BE REWIRED FOR ALL WOW THAT FORMS THE 3 0.13TXY NMS: NOTE IF D1122 HARDWARE Z H I u E.F. EACH FACE SOH. SCHEDULEW/(3)04 EA JSL i •ST TO BEAM EA EXPANSION JOINT °7402°UAUTY ASSURANCE REOORELENTS STRUCTURAL SUPPORT O THE BUILDING.BALCONIES PORCHES DR SMEAR PERMANENT BURG TO J067 LOCATED IN SECOND BAY 2 SC STRUCTURAL CMPOSTE W000 THE QUALITY ASSURANCE PLAN HULL BE TO VERIFY THAT THE SPECIAL INSPECTIONS BUILDING APPURTUNENCS THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE Yi BICC TO BEAM PROVIDE AOOONG RoTH filik SJ. SHRINKAGE CONTROL JOINT ,''C''4'.--- ";11 "' r/ ''I' T BAYS EL ELEVATION SCHEEL SCHEDULE NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01401 PROTECTION FROM A ROOF,ENE,OVERHANG OR OTHER COVERING TO PREVENT Y ELEV. ELEVATOR SHL SHEET HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTANON NOTED IN SUCH SECTIONS MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS. ,. ."' EMBD. EMBED(YENT) SM. SIMILAR HAS BEEN PROVIDED. ��.� 11rWn f11:�►r�►rr•i ) CW$Tr'►rr• EN EDGE NAILay►' -.I�. {.��W6t RWM'��IEII'IFI I ���PllTil AU.Y/000 INSTALLED ABOVE GROUND AND RESTING ON AN EXTERION TOR. OR 1IR.C-),I..,., �� )� 4( ,. ENG ENONEER SOV. SMOKED) WALL.ASSURANCE PLAN IS NOT REWIRED FOR STRUCTURES OF LIGHT WOW FRAMING MASONRY FOUNDATION WALL LESS THAN B INCHES FRO/EXPOSED EARTH. ...n..� 111.111577 d ZDA'IIII I I ._III/ E0. EQUAL S.O.C. SUB ON GRADE WITH HERON SPECTRAL RESPONSE AT SHORT PERIODS Sds,NOT EXCEEDING 0.50g. _ r __ __ 1'S- EQPT. EQUIPMENT SOC SPACE(S)(NG) POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A E.W. EACH WAYEXP. EXPANSION SPEC. SPECFICATION(S) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR WINO EXPOSURE B MERE BASC WIND CONCRETE BLWIT AB OR FOOTING THAT IS IN DIRECT CONTACT H THE EARM EXCEPT; JOIST BL00ONG A 17712 PER PLAN DTT2Z PER PLAN EXST. EXISTING SO. SQUARE SPEED IS LESS THAN 120 MPH. ill •'+.4 EXT. EXTERIOR SM. STANDARD I. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH 2)0.228"DA.Lea HLeA TRY RE:MCI. PER FUNSTGR STAGGER SUMMARY:A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE ASIENERS 9/7 WR BLXC W/A31 EACC FAN FABRICATION STIFF. STIFFENERS) STRUCTURE. BARRIER IPENETRATION T AT JOISTS STAGGERED CUE EA END +I�3 FB FLUSH BEAM STIR STIRRUP(S) 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE - PER RAN EDN. FOUNDATION SR_ STEEL •T 2X LEDGER STUARE POST TU MATCH 0170Q EXEW1DN REQ/REMENTS BUILDING PERIPHERY AND SUPPORTED BY A PINCUS PER OR PEDESTAL MORE F.F. FINISH FLOOR STRUC STRUCTURAL BEAN WHIN FIN. FINISH ED). ERUCT. STRUCTURAL INSTALLATION O ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL THAN 8 WOES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN ••'ODE DMZ ASSY.AT NOTE: IS BALI POST W/PC ( CODES. IMPERVIOUS MOISTURE BARRIER 16 FEET MAX U.C. Bap t Fasteners shall POST CAP FM FLANGE SUSP. SISPENTEO(LON) LOCATE ASSY.MOM 4 he per ICC ESR-1078 FIR. FLOOR $TL1M. SYMMETRICAL 02000;9h ONSR1k110N 1 SLEEPERS AND SUS ON A CONCRETE SAB ON GRADE THAT DOES NOT HAVE AN Oa O EACH END O zi FN FELD(FACE)NAIL IMPERVIOUS MOISTURE BARRIER SEPARATION NTH EXPOSED EARTH. 1.0. FINISHED OPENING T. TOP ALL STE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENONEERINGOE F.O.C. FACE OF CONCRETE LAB. TOP MD BOTTOM RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT(SEE SECTION 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR O EXTERIOR 3/4'=1'-0' SCALE:3/4'=I'-0' F.O.M. FACE O MASONRY TEMP. TEMPORARY 01300)AND IN SUBSEQUENT DIRECTIVESCONCRETE OR MASONRY WALLS BELOW GRADE. F.O.S. FACE O STUD LAG TONGUE AND GROOVE 2 TYPICAL DECK DETAILS 3 TYPICAL DECK DETAILS F,QW FACE OF WALL THE. THICK(NESS) 02260 EXCAVATION SUPPORT NO PROMOTION FRU. FRAME(ING) THREE. THREADED EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS'ASSOCIATION CD F.S. FAR SW TN TOE NAIL MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED (AWPA)SPECFlCATIM C2 AND C9 OR APPLICABLE STANDARDS. POSH BRACING FOR KOIE:PROWS ,1-4 FT. FEET(FOOT) T.O.S. TOP OF SWATHING(SLAB) AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE ONER PGEOSECHNICAL P056 EXCEEDING 7 BRACE ON ONE WE FRE RETARDANT TEAM)00000 LQW. TOP OF WALL �g RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE ALL FASTENERS(NAILS.BOTS,ANCHOR BOLTS,PLATES HANGERS ETC.)N CONTACT FEET TALL 5/B'DIA X 6 1/2'TAG BOLT AT ECD POST 7RANSV. TRANSVERSE WITH TREATED LUMBER SHALL BE CORROSION RESISTANT 0-195 HOT DIPPED GALVANIZED FTG FOOTING EXCAVATION ROPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE WHITS PER ASTM A153 OR STAINLESS STEEL (GIST()-(TVP) CONDITION. TOP O STEEL EXCAVATION GA GAUGE THP. TYPICAL SHORED BY LOCAL,STATE,AND NATIONAL SAFETY REGULATIONS. 4X6 BRACE(TIP)-ONLY I-1 CD CALM. GRADEN6 A(AM) U.N.O. UNLESS NOTED O7IHERWIS INSTALLATION OF CONSTRUCTION SHORING.IF REQUIRED.SHALL BE PER THE SHORING ONE MACE AT END POETS � ~I GUI GLUE LAMINATED BEAM U/S UNDERSIDE DRAWINGS,NOTES.AND SPECIFICATIONS. DECKING PERal GTO. GRADE V. VERTICAL SAWN LUMBER 06100 ROUGH FRAING GNB GYPSUM WALLBOARDSHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU(WCUB) 2a DWG ID /�� Z VERT. VERTICAL 'GRADING ANO DRESSNG RULES"NO.17 LATEST EDITION. SAWN LUMBER SHALL BE 54S _ I--I 01 G1PCREh VF VERIFY IN FIELD AND SURFACED DRIED,19 PERCENT MADMAN MOISTURE CONTENT. PROTECT LUMBER -.� t/'�, y H. HORIZONTAL FROM WHITHER ARD"PROVIDE FURTHER DRYING O ASSAILED FRAYING TO MINIMIZE 7 I P�7 .moi -d HD HODOWN W. WDE(WIDTH) 9000 SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH /I�,II I� III�III I CJ . H.D.G. HOT DIPPED GALVANIZED W/ WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED UNA PER PLAN. WIDER ;Av -- r1 /N'� HDR HEADER w/0 WITHOUT SPE0ES,GRADE,AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS � �®� I Cid 1-� SI HGR HANGER 1D, WOOD U.N.O.PER PLAN/SCHEDULE: I U .--H C HORZ HORIZONTAL W.I.S. WELDED HEADED STUDS Pb Fir Fap Fc E III •P-1 U o HORS HORIZONTAL W.P. WORK PONT 115E OCATON SPECIES GRADE PSI PSI HR HEADER WS WELDED STUD JOISTS ( )( ) �) (�)(�) PT 7042 STRINGERSMAXH.S.B.T. HIGH EIG STRENGTH BOLT WF. WEIGHT 2X 3X HEY-FIR NO.2 850 150 405 1300 1.3E6 AT 18'QC M •, GO r. HL RETORT W.W.F. WELDED WIRE FABRIC Lz LSC STRINGER TO NY H E-4 0 P, LD. INSIDE DIAMETER X-STC EXTRA STRONG I.E. INVERT ELEVATION XX-STG DOUBLE EXTRA STRONG LSA 3X DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1.6E6 G BOT OR I.F. INSIDE FACE 4X DOUGLAS RR-LARCH NO.I 1000 180 625 1500 1.7E6 4r, -411r. BOLT(CR47K) 10 YARD ,�r P.T.POST PER PLAN BEAMS MDP DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1.6E6 TALL POST BRACING 105041=10'°') STRINGER TO DECK //ryry T 6X DOUGLAS FIR-LARCH NO.1 1200 170 625 1000 1.6E6 RTS 3/4"=f-0' \'1 \ 1 4 NOT USED 5 TYPICAL DECK DETAILS K�1JL