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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'/2"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. OFE COPY CITY OP TIGARD REVIEWED FOR CODE COMPLIANCE Approved:]] OTC: [ ] Permit#: rr s-1-ao 16 000 7 '7 Address: l,ca s Suite#: By: Date: $_s REVISION Distribution: From: David Burnett Polygon Northwest Attn: Chris Walther Phone: (360)695-7700 REVISION OFFICE COPY 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 1,„\ P.T. 2x LEDGER 5 I P.T. PLYWOOD FUR STRIPS Y2" x 1) "-2" AT EVERY LAG. TYPE A FLASHING SEE DETAIL 19/15 I PRE-FLASHING, EXTEND 2" BELOW LEDGER, MIN. SIDING BUILDING PAPER OR PRE-FLASHING; EXTEND TO ABOVE DECK-TO-WALL FLASHING DECK TO WALL FLASHING SPACED DECKING 1-1/2" = 1,-0" 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 ETIN 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. 4. 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 4.1 i4d k &041 REG�iNA 4�£S 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 44/111 rvLST;2_c>l ce. - Uv077 • Ill i _ 4-11G 222116 C17 OF .i. iddillillillhir J/ 1Cr A ION Milburn CEIVED Architects;. s `% 2#Elmira/Way,5nita2Tfl i xua�s 7,7,4g7617.74,773 _ _ h45434.Fi 6A15,538':7�... - - Nei;Yll'9.b1$hlelFdlGtStE(e0.: ...._._._..._._. c.b ed w 0 A.. UG E-P KIRKLAND,WA Emilo— � $ � nFo-mmummMiN�C ___.: IIN IN M.1•111111MIllm MO1 MI 1111•11111111=11 IM-_—_iiiNO _ _ _ - MI MEr_�II.MI In MI - DECK , EmisI=1.== - pl- 1 1DECK a 'ci li*---7 ''>. `g 71 11 .47 77140, 111411 , sl:Cs. " r 3 174r m D- o rll- 1-u-I r-LL-, s DROP DISTANCE FOR DROP DISTANCE FOR FOOTINGS 1/! SINGLE FAMILY DECK SIDE ELEVATION FOOTINGS f AND VERT/CAL SINGLE FAMILY DECK REAR ELEVATION AND VERTICAL LENGTH OF DECK SINGLE FAMILY DECK SIDE ELEVATION 0 ` 1/4'-1'-0- VARIES. 1/4'=1'-D' POSTS VARIES. - 1/4-=1,01 :05 o R 1 d U.' 06 c 12 32V W .E D cam= L 3 V LL o 0 C !o 16"-0 a o L. / MANUF.RAILING SYSTEM (3)2x8 P.T.& © © 0 e ,� SURFACE OR FACE-ATTACHED (I)2.8 TRIM WI DTT2Z RAIL POST by �+ 18-418-410-FTG. — ■ 4x4 PT POST .- W/(2);q4 FTO I9s.�I. i m..I.■IiI I•j ABU44 POST AC4 POST CAPE ry ® - ® ® ti, SYIPPOR7 POST BELOW Deck IIIII!iIIIII T----- 74 SPACED DECKING DTT2Z DECK ABOVE DECK 11 (3)2x8 P.T.& I '0 C (1)2x8 TRIM -111 I - (3)2z8 P & mot R (i)2x8 TRIM U Q 0.E C I V P.T.1x6 DIAGONAL ©II w P.T.2x LEDGER BRACE,TIP. MIMI d SINGLE FAMILY DECK FLOOR PLAN SINGLE FAMILY DECK FRAMING PLAN r 174--1.-0. 1/4'-1'-0' LL C Z 0 0) C) O. 1 lob No, 12-11 x Sheer No.: Sheet Order. A S D 1 ABBREVIATIONS 2 STRUCTURAL NOTES A AND IN. INCHES) OIODQ GENERAL REQUIREMENTS 03000:CONCRETE 06102 FRAMING NOTES O AT INFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS ANY CONCRETE CONSTRUCTION SHALL CONFORM 70 THE AMERICAN CONCRETE INSTITUTE FRAMING CONNECTORS ACCESSORIES AND FASTENERS AS NOTED IN THE PLANS AND 4 ROUGH FRAMING NAILING SCHEDULE ' FEET(FOOT) INT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS.NOTES SPECIFICATIONS.STE CONDITIONS STANDARD AO 318-05'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'. DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE.EQUIVALENT HARDWARE m INCH(INCHES) AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHNl MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.INSTALL ALL HARDWARE ROTOR FRAM NAILING SMILE(M LIEU OF 8C TAWI 23019.1) / POUND(S).NUMBER JST. JOIST CORRECT THE DISCREPANCY IN WRITING ANY WORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1905 ADMIXTURES SHALL BE PER MANUFACTURERS SPECIFICATIONS.WHERE STRAPS CONNECT TWO MEMBERS EQUAL(S) JT. JOINT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK REFER TO APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY BATH AO 318-05 SECTION TOGETHER.PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER.PROVIDE CONNECTION / PER ARCHITECTURAL PLANS FOR OPENINGS ARCHITECTURAL TREATMENTS AND DIMENSIONS 3.6.CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING SOLID BLOCKING AT ALL BEARING POINTS SEE SECTION 06071 FOR FASTENER JOIST TO5L1 OR ORDER (3)FASTENING 2.5 TCENALS U si 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.BROMIC TO JOIST (3)0.131-X 2.5 RENA15 EA END Z A.B. ANCHOR BOLT ON SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER MC TABLE 2304.91 CR TO 3.TX6 OR LESS 91BFTR TO.5T. (2)0131'X 25'FACE NAIL m ABV. ABOVE LAT. LATERAL DHE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY THE FASTENING SCHEDULE ON SHEET ST.T. 4.AMER 1HAN q6 SAM.TO JST.(3)0.131'X 25'FACE NAIL ADD. ADDITIONAL LB. POUND(S) CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REWIRED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL S 2'SUBFLOpt TO BT./GIRDER (2)0.148'%325'BUND&FACE NM ADl ADJACENT LR LAG BOLT(S) ERECTION.BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE FOUR WEEKS PRIOR TO PLACING CONCRETE MI%DESIGNS SHALL BE REVIEWED FOR NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 12106 JOST TO TOP RATE (I)0.148 X 325 AT If QC.TONAL o m • ALUM. ALUMINUM LG LONGITUDINAL) PROPERLY SUPPORTED. CONFORMANCE TO IBC SECTIONS 1904 AND 1905 FOLLOWS 24.LilLLT-4P CDSER5 AND BEMIS (1)0,748'%125'AT T2 EA EDGE STAGGERED 1 ALT. APPALTERNATE ORMA LGIF LENGTH THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK THE CONCRETE AIX DESIGNS SHALL MEET THE FOIlOWNG REQUIREMENTS: NAIL SIZE DIAMETER LENGTH ` ACHA CIRTECT URLY) LOAF LIGHT GAUGE HORIZONTAL FRAMING CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, 8d 0.131• Z5' 0 IA N ARCH. ARCHTECTQlRAL) LLH LONG LEG VERTICAL ERT CAL SHORING AND OTHER YORK WITH ALL UTILITIES AND ADJACENT PROPERTIES CALL THE 28 DAY MAX MAX AIR SPECIAL LOCATION 0XLO ASSY ASSEMBLY LLV LONG LEG VERTICAL UTIUTY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-332-2344. STRENGTH W C SLUMP ENTRAINMENT INSPECTION AND T2d 0.146' 30' C., w B. BOTTOM LSH LONG SLOTTED HOLE(S) / 12d 0.148' 3.25 _ TEL BELOW LT.WT. LIGHT WEIGHT to(PSI) RATIO (INCHES)(PERCENT) REQUIRED APPUCASON 16d 0.152' 3.5' Lt.'1 BEN BOUNDARY EDGE NAILING LW. LIGHT WEIGHT 0100 WOE REQUIREMENTS B.E. BRACED FRAME ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2014 ORSC(2014 OREGON 2500 0.45 431 031 NO FOOTINGS UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS ANCHOR BOLTS AT W MDG BUILDING MAS MASONRY 3000 0.45 431 531 NO EXTERIOR SAB ON GRADE, e WC BLOCK NASI MASONRY STRUCTURAL SPECIALTY CINE)AS ADOPTED BY WASHINGTON COUNTY,OREGON- OPoYEWAYS CURBS,WALKWAYS.PATIOS.PORCHES,STEPS EXPOSED TO SILL PLATES SHALL BE 5/8'DIAMETER WITH Y MINIMUM EMBEDMENT INTO CONCRETE o N OIKG BLOCKNG MAT. MATERIAL 0205 DESIGN LOADS WEATHER,MD GARAGE FLOORS MD SHALL BE SPACED NOT MORET THAN 4 FEET APART. THERE SHALL BE A MINIMUM BMW. BELOW MAX MAXIMUM LIVE LOADS 2500 0.50 531 031 NO ALL OTHER CONCRETE OF TWO BOLTS PER SILL PIECE PITH ORE BOLT LOCATED NOT MORE THAN 12'NOR LESS CI '<; BIL BEAM MLR MACHINE BOLT DEO((SNOW) 25 PSf THAN 4.5'FROM EACH END OF THE PIECE. A COUNTER-SOK 229'PLATE WASHER SHALL BE U Z m BNU BRICK MASONRY UNIT MRM METAL BUILDING MANUFACTURER ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR PROVIDED FOR ALL ANCHOROTTE BOLTS(W NOT COUNTER-SINK PLATE WASHERS), A 17/16' N BN BOUNDARY NAUNG MECH. MECHANICAL DECK(UAE) 40 Pff 5000 SQUARE FEET SURFACE AREA FOR EACH RIX DESIGN PLACID EACH DAY.A X 1 3/4'DIAGONAL SLOTTED HOLE IN THE 3'X 3'PLATE WASHER IS ALLOWED PATH A 0 o BNDRY. BOUNDARY M.E.J.MASONRY EXPANSION JOINT LEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SANE STANDARD WT WASTER 0 N SNOW LOAD DESIGN DATA: B.O. BOTTOM OF MEZZ. MEZZANINE SAMPLE AND ESTFA AT THE SPECIFIED AGE.ADDITIONAL CYLINDERS MAY BE MADE FOR B.O.E. BOTTOM OF EXCAVATION MN. MANUFACTURER Pg=20 PSR,PI=14 PSI",Co=1.0.Is=1.0.Ct=1.0. INFORMATION REGARDING POST TENSIONING FORM REMOVAL,STRENGTH DEVELOPMENT,OR B.O.F. BOTTOM OF FOOTING LIN. MINIMUM OTHER PURPOSES CONCRETE SHALL BE ACCEPTABLE IF: 06101:AND R AND BEAM HANGERS NO BRDG BRIDGE(ING) MISC. MISCELLANEOUS WIND DESIGN DATA(UPLIFT): JOIST BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY F- 1.NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH 9MpSEN STRONG-TIE.EQUIVALENT HARDWARE MAY BE USED PITH PRIOR APPROVAL BY BRG BEARING MT- METAL BASIC WAND SEED: 120 AHPH(ULT.)93 MPH(ASD) 2.THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALLC-� RECORD ENGINEER BTM. BOTTOM MND IMPORTANCE FACTO& IW=L° BELOW THE SPECIFIED STRENGTH. OF .JOIST AND BEAM HANGERS SHALL PER PLANS OR DETAILS 81WN. BETWEEN (N) NEW MND EXPOSURE: EXPOSURE B CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING N.LR NON-LOAD BEARING TOPOGRAPHICAL FACTOR: KXt=1.0 AT NO ADDITIONAL EDTPENS TO THE OWNER C CAMBER NO. NUMBER INTERNAL PRESSURE COEFFICIENT: SCpi=+/-0.18 061041 SHMMLAGE OF WOOD FRAMING CAMB. CAMBER(ED) N.S. NEAR ROE COMPONENT/CLADDING MND PRESSURE P(C)=25 POP RESHOING WHERE REWIRED,SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT SHRINKAGE IN W000 FRAMING IS DIE TO LOSS OF MOISTURE CONTENT AND TO CANT. CANTLEVER(EO) N.T.S. NOT TO SCALE PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. COMPRESS/ONOF ASSEMBLIES OF%GOO COMPONENTS PLUMBING,ELECTRICAL,AND 2 13 ‘)1.:' CF CUBIC FOOT N.W.CNORMAL WEIGHT CONCRETE EARTHQUAKE DESIGN DATA MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE OE9(NED AND BUILT ® �l 1 n (23x)8 IR.: (1) ,V(O' RM POSE 8411). CI.P. CAST IN PLACE SEL9MIC IMPORTANCE FACTOR IN=1.0 CHAMFER ALL EXPOSED CORNERS PER TIE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT TO ACCOMMODATE 1/4 INCH PER BOOR MOOD SHRINKAGE.THE USE OF KILN DRIED ti ) 3 C.J. CONSTRUCTION JOINT D.C. ON CENTER SPECTRAL RESPONSE ACCELERATIONS Ss=1.004 51=0,442 SPECIFIED BY THE ARCHITECT. LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO o �� O. CENTER LINE O.D. OUTSIDE DIAMETER SITE CIAO: SITE CLASS 0 APPLICATION OF FINISHES WILL HELP CONTROL BUT HILL NOT ELIMINATE SHRINKAGE. W-BELOW - �o 0.G CEILING O.F. OUTSIDE FACE SPECTRAL RESPONSE COEFFICIENTS SOS=0.735 STI=0.40 I 2�� 80 2 C.R. CLEAR OR OPPOSITE HAND SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY 0 p COL COLUMN OPNG. OPENING BASIC FORCE RESISTING SYSTEM BEARING WALL SYSTEM MARK OF THE 4‘11.1. • 1 ,J OPP. OPPOSITE DESIGN BASE SHEAR: Co=0.120 W STRUCTURAL WOW SHEARING 4x8 XNL,„ V d� ,,/ CONN. CONCONCRETE CTIW ORNT. ORIENTA7E(ION) RESPONSE MODIFICATION FACTOR R=6.5(LIGHT-FRAME WALLS) 03101 BEH STEELORCING AMERICAN PLYM%1D�ASSOCATIWEATHING µWOOD ELS FiEATIH NC PANHAVE AELS SHALL BEGRADE EC D INT APA =A I 151 3? (/� CONST. CONSTRUCTION O58 ORIENTED STRAND BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE 318-ALONG STEEL DETAILING FABRICATION,AND PLACEMENT SHALL BE PER AC 318-GS REINFORCING STEEL SHALL MEET THE FOLLOWNG REQUIREMENTS: WITH EXTERIOR GLUE(03X).ORIENTED STRAND BOARD(OSB)PANELS SHALL BE __ ___ CONT. COMnNUO4 O.W.J. OPEN WEB JOST 3 3 CTSK COUNTERSINK 01705 GEOTECHNICAL NFONARON EDTPOS IN 1.PANELS SHALL HAVE THE FOLLOWING THICKNESS SPAN RATING AND 56.1 ® IIID SD-TA CTR. CENTER(ED) PAR. PARALLEL EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ASTM A-615 DEFORMED BARS GRADE 40(Ip40 KS)FOR/3 BARS ONLY FASTENING UNLESS NOTED OTHERWISE PER PLAN: f to CY CUBIC YARD P/C PRECAST ENGINEERING RECOMMENDATIONS ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTM A-615 DEFORMED BARS GRADE 60(4=60 KS)FOR f4 BARS AND LARGER EDGE FlEID w NAILS NAILS n I%+e PEN PANEL EDGE NAIL COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED • ASTM A-706 DEFORMED BARS GRADE 60(1)=60 KSI)FOR ALL WELDABLE BARS ROOF: 7/16'40/20 C-0 APA COX TAG Nd AT 6' 84 AT 12' 2x8 0 WOW p _ I^ d PENNY(NAILS) PERP- PERPENDICULAR GEOTECHNICAL ENGINEER ASTM A-185 SMOOTH BAR(Ip60 KS)FOR YIELDED WIRE FABRIC FLOOR 3/4'APA RATED STUPID-I-FLOOR OSB 40/20 TAG 10d AT 6' 10d AT 12' DECK FRAMING-----'-=-- 0 5 CP 08 DROPPED BEAM SHEARWALL:7/16'C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET 51.1 -0 DBA DEFORMED BAR ANCHORS PL PROPERTY LINE CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS REINFORCING FOR BLABS ON GRADE SHALL BE 6X6 WIAXWI.4 WELDED PARE FABRIC OR DBL DOUBLE RN PLAN ALLOWABLE BEARING PRESSURE 2000 PSF FIBER MESH UNLESS NOTED OTHERWISE.PROVIDE LAP SPLICES PER THE LAP SPLICE ALL R09F AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAN 4- - u Al(EDGER u u u -o DCW DEMAND CRITICAL WELDPLMBG PLUMBING ACTIVE EARTH PRESSURE(YELDING) 35 PCF SCHEDULE ON SHEET 56.0.REINFORCING STEEL AT ALL WALLS SLABS,AND FOOTINGS PERPENDICULAR TO SUPPORTS AND N A STAGGERED PATTERN UNLESS NOTEDOTHERWISEDEPT. DEPARTMENT -PL WO. PLYWOOD ACTIVE EARTH PRESSURE(AT-REST) 50 PCF SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. PER PLAN.BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT DET. DETAIL PSF POUNDS PER SQUARE FOOT PASSIVE EARTH PRESSURE 350 PCF BE REWIRED UNLESS NOTED OTHERWISE PER PLAN.SHEARWALL SHEATHING SHALL BE n DF DOUGLAS FIR PSI POUNDS PER SQUARE INCH COEFFICIENT OF FRICTION 0.35 WW2 REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWSE: BLOCKED AT Al EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE DIA DIAMETER P.7. PRESERVATIVE TREATED SOIL PROFILE SITE CLASS D DUG DIAGONAL PT POST TEN9OM(m) CONCRETE CAST AGAINST EARTH SCALE 1/4'=1'-0' �a DIAPH, DIAPHRAGM ALL FOUNDATION INSTAU.ATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING ALL BAR SIZES Y 6 DIMENSION TTY. QUANTITY INSPECTOR OR A LICENSED (EOTECHNICAL ENGINEER. FORMEDN 85 EXPOSED TO EARTH OR WEATHER 1 DECK FRAMING PLAN s s 0.0. DITTO(REPEAT) R RADIUS 01400 NSPECO°NS AMD SPECIAL NSPECTIOGSct DP. DEEP RAP- RADIUS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTORS REQUIRED REINFORCING STEEL SHALL.BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACEce PRIOR TO CONCRETE PLACEMENT.REINFORCING STEEL REFERENCE BY THE LOCAL BUILDING DEPARTMENT. D.S. DRAG STRUT RE: SHALL NOT BE FOLD BENT EXCEPT SEE NRCIIECTRAL MANUFACTURED RAIL SYSTEM AND CONNECTION SEE ARCHITECTURAL MANUFACTURED RAIL SYSTEM AND CONNECTION < <' DWG DRAWRIO(S) R¢' REFERENCEAS NOTED IN THE DESIGN DRAWINGS WELDING OF REINFORCING STEEL STALL NOT BE FOR ALL FLASHING 0(501 BY OTHERS-DEEMED SUBMITTAL FOR ALL FLASHING OLS NBT ITERS-OEFEIRED SUBMITTALa w = Ci DPA_ OOW£L(S) RETNF, REINFORCEMENTQNG) SPECIAL INSPECTIONS ARE NOT REWIRED FOR GROUP R-3 OCCUPANCIES UNLESS PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED DETAILS ENGINEER OF RECORD TO RENEW RAIL DETAILS ENGINEER OF RECORD TO REVIEW RAIL ••••." v REQ. REQUIRED OTHERWISE REQUIRED BY THE BUILDING OFFICIAL ON THE DESIGN DRAWINGS. FOR RW CQISIRIICIION 1 CO PATMUTY- (I CONNECIKlI Fat RIA CQYSIRUCTON v+ RE. RIGID FRAME WYPATABMTY. 1` - (E) EXISTING RO. ROUGH OPENING 014011 STRUCTURAL OBSERVATION ECM PER PUN $ ,,, cU EA EACH RS ROUGH SAWN STRUCTURAL OBSERVATION IS NOT REQUIRED. 06071:PRESERVATIVE TREATED WIND PRODUCTS E.E. EACH END P,T.1X6 DIAGONAL BRACE I (8)0.1315T NMS EF EACH FACE PRESERVATIVE TREATED MOOD SHALL BE REWIRED FOR ALL WOW THAT FORMS THE W/(3)9a EA NST. 3057 TO BEAM NOTE R DTTZZ HARDWARE Z I LA a Z SCH. SCHEDULE 01402 COMITY ASSURANCE REOUIREYENTSBIKG i0 JOIST LOCATED IN SECOND BAY z E.L EXPANSION JOINT STRUCTURAL SUPPORT OF THE BUILDING BALCONIES PORCHES.OR SIMILAR PERMANENT SCL STRUCTURAL COMPOSITE WOOD THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS BULGING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE ^�lit EL ELEVATION SIGHED. SCHEDULE 'y_ ' / BLKG TO BEAM lE 3000NG BOTH NOTED IN SECTION 01400 AND BA20TS ELEV. ELEVATOR SHL SHEETTHE STRUCTURAL OBSERVATION NOTED IN SECTION 01401 PROTECTION FROM A ROOF,EAVE.OVERHANG OR OTHER COVERING TO PREVENT �� .I'H., r r 'AlEYED. EMBEDMENT) WA SIMILAR HAVE BEEN ROIPLEIEO AND THAT SUPPORTING WQUYENTAOM NOTED IN SUCH SECTIONS MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS -Ji:.___..____ I EN EDGE NAIL HAS BEEN PROVIDED. ,.,ate-� ilk pijp- r_prrr•' �Tli�►►rr S.J. SHRIKKAGE CONTROL JOINT t� r�P,t.11alkl �fi'� ► '{A ,I�H71•I ENG ENGINEER ALL WOOD FOUNDATION ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR f NA01';� jg�4�11T1Y11 i 'I '�``g j`j, ED. EQUAL S(W. SEW(ED) QUALITY ASSURANCE PIAN IS NOT REWIRED FOR STRUCTURES OF LIGHT MOW FRAMING MASONRY FWNDATOM WALL LESS THAN 8 INCHES FROM EXPOSED EARTH = i( aR+�t��I �_ S0.G SLAB ON GRADE MTH DESIGN SPECTRAL RESPONSE AT SHORT PERIODS. NOT EXCEEDING 0.50q 7p% EQPT. EQUIPMENT Sits, = it ); EW. EACH WAY SPC. SPACES)QNG) POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORT'S)BY A EXP. EXPANSION SPEC. SPECFICATIO(S) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR WINO EXPOSURE 8 WHERE BASIC WIND • CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT MTH THE EARTH EXCEPT; JOST 81900110 i„� ITf22 PER PLAN OT127 PER RAN EAST. EXISTING S0. SQUARE SPEED IS LESS THAN 120 MPH. W--4 EXT. EXTERIOR STD. STANDARD 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH 2)5228'OA L r1 k TRIM REAROf •1."4 STGL STAGGER SUMMARY:A QUALITY ASSURANCE PLAN IS NOT REWIRED BY CODE FOR THIS ABOVE THE 3AB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE ASTFNERS W/2'NW FAB, FABRICATION STIFF, STIFFENERS) STRUCTURE- BARRIER PENETRATION 10RM AT JOISTS PER PUN BUM W/A34 EA FB FLUSH BEAM SIR. STIRRUP(S) 16'GC.STAGGERED SOLE EA END '(A"F�A FOR FOUNDATION ST_ STEEL 2. WHIN IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA HIN THE - PER PLAN y/ F.E. FINISH FLOOR STRUC. STRUCTURAL 01700 EXEWTION REOIIOfJENTS BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE 'T LEDGE/ I, SQUARE POST TO 60101 FIR FINISH(ED) STRUCT. STRUCTURAL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL 8E AS REWIRED PER ALL LOCAL THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN ''VIDE OTT2Z ASSY.AT NATE Y BEAM IIKITH POST W/BE FF�11 'LG. FLANGE SI15P. SUSPENDED(TW) CODES. IMPERVIOUS MOISTURE BARRIER. 16 FRET MAX S.C. L.dgetok FastenersARM THAIBEAM TO FLR FLOOR SRAM. SYMMETRICAL LOCATE ASS):MTNM 4 be per IDC ESR-1078 is POST CAP FN FIELD(FACE)NM 02005 SITE WNSTRJCTF°N 1 SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE MA BET 00OF EACH END OF F.O. FINISHED OPENING T. TOP ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERINGIMPERVIOUS MOISTURE BARRIER SEPARATION WIN EXPOSED EARTH, 0 lEll F.O.C. FACE OF CONCRETE T. TOP AND BOTTOM RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT(SEE SECTION SCALE:3/4'=1-0' SCALE:3/4'=1'-a F.0.M. FACE OF MASONRY TEMP. TEMPORARY 01700)ANO IN SUBSEQUENT DIRECTIVES. 4. LEDGERS AND FURRING BAUDW BELOW DIRECTLY TO THE INTERIOR OF EXTERIOR `V F.0.S FACE OF STUD LAG TONGUE ARD GROOVE °�MASONRY"^� 2 TYPICAL DECK DETAILS 3 TYPICAL DECK DETAILS F.O.W. FACE OF WALL INK THICK(NESS) 02260:EXCAVATION SUPPORT AND PROTECTION FAM. FRAMEONG) THIRD. THREADED EXCAVATIONFOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOW PRESERVERS ASSOCIATIONC/0 FS FAR SIDE IN TOE NAIL MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS OVER-EXCAVATED (AWA)SPECIFICATION C2 AND CO OR APPUCABLE STANDARDS. FT. FEET(FOOT) T.O.S. TOP OF SIEATHNG(S.AB) AREAS SHALL BE BACKFILLED PATH LEAN CONCRETE OR PER GEOTECHNICAL POST BRACING(0 ROE:PROVIDE -4-,FRTW FIRE RETARDANT TREATED WOOD T.O.W. TOP OF WALL RECOMMENDATIONS AT RHE CONTRACTOR'S EXPENSE. ALL FASTENERS(NABS,BOLTS ANCHOR BOLTS,PLATES.HANGERS ETC)N CONTACT POSTS EXCEEDING 7 BRACE ON OE SDE FTG FOOTING TRANSV. TRANSVERSE TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZEDFEET TALL 5/8'OA X 6 1/2'LAG BOLT AT EN)POST O T.O.S. TOP OF STEEL EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS PER ASTM A153 OR STAINLESS STEEL T--� GA. GAUGE TIP. TYPICAL SPECIFIED BY LOCAL,STATE.AND NATIONAL SAFETY REGULATIONS (CR4M)-(TTP) CONDITION. /_ I-) ETM BRACE(TMP)-POSTS /`-H p.1 V. GALVANIZE(0) U.N.O. UNLESS NOTES OTHERWISE INSTALLATION OF CONSTRUCTION SHORING,IF REWIRED,SHALL BE PER THE SHORINGGB. GRADE Off BRACE AT END .� 03 OB GLUE LAMINATED BEAM U/S UNDERSIDE DRAWINGS NOTES AND SPECFlCATffN4 OEQONC x GPM GYPSUM WALLBOARD V. VERTICAL SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU(WWB) ARIL GIP. GYPCRETE VERT. VERTICAL ^Vl y ZO 05 V6 VERIFY IN FIELD 'GRAMM AND ORESDNG RULES'N0.Ti LATEST EDITION. SAWN LUMBER SHALL BE SAS RUE W �� H. HORIZONTAL AND SURFACED DRIED,19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER ^ it HD HOEDOWN W WDE(WIDTH) FROM NEATER ANDPROVIDEFURTHER DRYING OF ASSAILED FRAMING TO YNIMIZE I i I ri U b H.D.G HOT OLIN GALVANIZED W/ PATH WOW SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH i,",(';� IirMli F I Q) CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O.PER RAN. LUMBER NOR HEADER W/O PATHW7 SPECIES.GRADE,ANO PROPERTIES FOR EACH USEAOCATI°N SHALL BE AS FOLLOWS NCR HANGER RIZO WWELDED U.N.O.PER PLAN/SCHEDULE: N HOE. HORIZONTAL W.H.S..HMELDED HEADED STUDS Imigr .CD ri ONORIZ FIORIZOM7AL W,P. MOM PONTUSE/LOCATOM SPECES GRADE (PSI)(PSI) (PSI) (PSI)(PSI) _HR HEADER W,S WELDED STUDJg474PT 1X72 STWRffR4 xiH.SB. HIGH STRENGTH BOLT Wf. HEIGHT2X 3X HEM-FIR NO.2 850 150 405 1300 1.3E6A7 18'QC MAX • OOD HT HEIGHT W,W.F, MELDED MRE FABRIC • LSC SINGER TO RY H OT.0. INSIDE DIAMETER X-STG EXTRA STRONGLEDGERS m �+I.E. INVERT ELEVATION XU-STG DOUBLE EXTRA STRONG 2X 3X DOUGLAS FIR-LARCH NO.2 9W 180 625 1350 L6E6 BOLT CR LF. INSIDE FACE YD YARD -.,��. Ci(C7R961) 4X DOUGLAS FIR-LARCH N0.1 1000 180 625 1500 1.7E6 REAMS AND POSTS P.T.POST PER RAN (MAX HEIGHT=la-0`) STRINGER TO DECK 4% DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1.6E6 6X DOUGLAS FIR-LARCH NO.1 1250 170 625 1000 1.6E6 RLS 3/4-=1'-IY TALL POST BRACING T_ 1 4 NOT USED 5 TYPICAL DECK DETAILS SI)