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Plans (2) • S 1 C' S i,2 .7.2ter4L- S S1 AUG 4 22 2016 !M!4k5 44. is a f"' tt-J r. AY /I '� i �or.rwsita�u swurtr lGrkfead WasJR as sm inommonenumsnmismin innimimmiimmommimi ri=r rIGK91 0 AUG c, KIRKLAND,WA. 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INCHE(5) 01000 GENERAL REQINETENTS 03000 CONCRETE 06101 FRAMING NOTES 4 ROUGH FRAMING NAILING SCHEDULE c 0 AT INFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS ANY CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CON., NII • FRAMING CONNECTORS ACCESSORIES,AND FASTENERS AS NOTED W THE PLANS AND • FEET(FOOT) INT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS,NOTES,SPECIFICATIONS STE CONDITIONS STANDARD ACI 318-05'RIDDING CODE REQUIREMENTS FOR STRUCTU-;:'- DETARS SHALL BE AS MANUFACTURED BY SMPSON STRONG-TIE.EQUIVALENT HARDWARE m • INCH(INCHES) AND ARCHITECTURAL PUNS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.INSTALL ALL HARDWARE ROAN FRMWNG RABBIS SDED1IE(MI LIEU OF BC TAKE 230131) / POUND(S),NUMBER JST. JOIST CORRECT THE DISCREPANCY IN WRITING ANY WORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1901 P; -a.SHALL BE PER MANUFACTURERS SPECIFICATIONS WHERE STRAPS CONNECT TWX)MEMBERS 3 EQUALS) JT. JONT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO APPROVED BY THE ENGINEER RE RECORD AND SHALL COMPLY HA •18-05 TRITON TOGETHER,PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER.PRONDE CONNECTION FASIEMNG - / CAR ARCHITECTURAL PLANS FOR OPENINGS,ARCHITECTURAL TREATMENTS,AND DIMENSIONS 3G CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE "` SOLID ROCKING AT ALL BEARING POINTS SEE SECTION 06071 FOR FASTENER 1.DOST TO Sul OR ORDER (3)0131'X25'TOENAILSU K NPS(1000) NOT SHOWN.CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC.NOT SHOWN. AOMIXNRE CONFORMING TO IBC SECTION 1904.2.THE USE OF WATER • OPoDE REQUIREMENTS AT TREATED NUMBER TYPICAL NAILING NOT SHOWN PER PAW,DETAIL,OR 2.BR00NG TO MST (3)0131'%25''Remus EA END z m A.B. ANCHOR BOLT ION SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER BC TABLE 2304.9.1 OR TO 3 inOR LESS SURFER TO St (2)0171'X25'FACE NAIL - ABV. ABOVE LAT. LATERAL THE CONTRACTOR SHALL PRONDE BRAKING AND SUPPORT REQUIRED FOR TEMPORARY THE FASTENING SCHEDULE ON SHEET 51.1. 4.ODER THAN 156 9.1171R.TO JSL(3)0.131'%25'FACE HALL 55.. ADO. ADDITIONAL LB. PWND(5) CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR OVAL 5 2'91BROOR TO JST./GBOER (2)0148'X 325'BUNS&FACE NAL m ADJ. ADJACENT LB. LAG BOLT(S) ERECTION.BACKHLL BEHIND WALLS SHALL NOT BE PLACED UNTIL TUE WALLS ARE FOUR WEEKS PRIOR TO PLACING CONCRETE MIX DESIGNS SHALL BE REVERED FOR, NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 121011JOST TO TOP PLATE (1)0.148 X 3.25"AT 1Y S.C.TOENAIL F/o ALUM. ALUMINUM LG LONGITUDINAL) PROPERLY SUPPORTED. CONFORMANCE TO IBC SECTIONS 1904 AND 1905- FOLLOWS: 243ALT-UP GIRDERS AND BEAMS (1)0.148'X 325'AT 1Y EA EDGE SUMMED ALT. ALTERNATE LGAH. LENGTH THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK THE CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMEN ° NAIL SIE DIAMETER LENGTH l'-' «m APPRX APPROXIMATE(LT) WALOALIGHT GAUGE ZFRANC -CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, 0 ry ARCH. ARCHITECT(URAL) LLN LONG LEG HORIZONTAL 8d 0.131' 25' ai w ASSY ASSEMBLY LLV LONG LEG VERTICAL STORING AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES CALL THE 28 DAY MAX MAX MR SPECIAL LOCA 10d 0.148• 3.2 N w UTILITY LOCATE SERNCE PRIOR TO ANY WORK AT 1-800-332-2344. STRENGTH W C SULP ENTRAINMENT INSPECTION AND y B. BOTTOM LSH LONG SLOTTED HOLE(S) / 12d 0148' 3.25' BEL BELOW LT.WT, LIGHT WEIGHT Fc(PS) RATIO (INCHES)(PERCENT) REQUIRED APPUF ON 16d 0.162' 35' C BEN BOUNDARY EDGE NUUNG LW. LIGHT WEIGHT 01100 pmE REQUIREMENTS W Is B.F. BRACED FRAME ALL DESGN AND CONSTRUCTION SHALL CONFORM TO THE 2014 ORSC(2014 OREGON 2500 0.45 4t1 Ott NO FOOTINGS TA; UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS ANCHOR BOLTS AT C..- Y Y 3000 0.45 411 511 NO EXTERIOR ON BLDG BLINDING MAX. ASONR SOW lDo SILL PLATES SHALL BE 5 DIAMETER WITH Y 4WIWM EMBEDMENT SiRUCNRAL SPECIALTY CODE)AS ADOPTED BY WASHINGTON COUNTY,OREGON. OPo A WALKWAYS. /5" 0 CONCRETE p m N BUG ROCK MASH. MASONRY VEIN, CURBS. FLOORS.PATIOS PORCHES AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM R. BLKG BLOCKING MAT. MATETR L 0200 COIGN LOADS WEATHER.AND GARAGE v d, OF TM)BOLTS PER DILL PIECE WITH CNE BOLT LOCATED NOT MORETHAN 1' s 2 NOR LESS RW. BELOW MAX MAXIMUM LIVE LOADS 2500 0.50 541 031 NO ALL OTIi CRETE THAN 4.5'FROMEACH ENDU°m BM. BEAM KB. MAORNE BOLT OF THE PIECE. A COUNTER-SINK PLATE WASHER SHALL/1 m 8W. CRICK NASONRY LINT MBAR METAL BUILDING MANUFACTURER DECK(SNOW) 25 PSP ONE COMPRESSOR TEST MINIMUM SHALL BE COMPILED FOR WRC YARDS OR FRONDED FOR ALL ANCHOR BOLTS(DO NOT COUNTER-SINK PLATE WASHERS). A 1J/16' •-o.5 DECK(USE) 40 PSP o m BN BOUNDARY NANNG HECK. MECHANICAL 5000 SQUARE FEET OF SURFACE AREA FOR EACH MX DE=S EACH DAY.A X 1 3/4'DIACONAL SLOTTED HOLE IN TUE 3'X 3'PLATE WASHER 6 ALLOWED MTIi A m o SPORT. BOUNDARY MEI.MASONRY EXPANSION JOINT TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE THE STANDARD CUT WASHER UX•-'H SNOW LOAD DESIGN DATA: B.O. BOTTOM OF MEZZ. MEZZANINE SAMPLE AND TESTED AT THE SPECIFIED AGE.ADDITIONAL CW)N BE M Pg=20 PSE,PT=14 PSE,Ce 1.G Iv 1,0.Ct=1.0. 8.0,1. BOTTOM OF EXCAVATION LER. MANUFACTURER NFORMATON REGARDING POST TENSIONING.FORM REMOVAL,S VELOP CR 06101.101ST NO BEAM(HANGERS B.O.F. BOTTOM OF FOOTING LIN- MINIMUM OTHER PURPOSES CONCRETE SHALL BE ACCEPTABLE IF: JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY USC. WSCELLANEOUS WINO DESIGN DATA(UPLIFT): 1.NO TEST FALLS 500 PSI BELOW THE SPEOFIFD STRENGTH BRDG BRIDGE(ING) SYPSON STRONG-TIE EQUIVALENT HARDWARE MAY BE USED MTU PRION APPROVAL BY U BRG BEARING MTI_ METAL BASIC WINO SPEED 120 MPH(ULT.)93 MPH(ASD) 2 THE AVERAGE OF ALL SETS OF 3 CONSEGUTIVE TESTS DOES NOT ENgNEER OF RECORD.JOIST AND BEAM HANGERS SHALL BE PER PEWS OR RETAILS NHO IIPORTARCE TACTOR Ir=1.0 BELOW THE SPECIFIEDAROSESTRENGTH. V BTM. BOTTOM MND EXPOSURE: EXPOSURE B CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER 1ES 01111 BETWEEN (N) NEW 7OPOGRAPNCAL FACTOR KAT-1.0 AT NO ADDITIONAL EXPENSE 10 THE OWNER N.LB. NON-LOAD BEARING C CAMBER NO. NUMBERPATERNAL PRESSURE COEFFICIENT: (X:pi=+/-0.18 06101:SIWINAGE OF WOOD FRAYNG OOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO CAME. CAMBER(ED) NS NEAR SIDE COMPONENT/CIAOONG MND PRESSURE: P(C)=25 PSF RESHORING WHERE REWIRED,SHALL CONFORM TO AD 301 SECTION 4.6 SUBMIT � COMPRESSOR OINKAGE IN F AASSEMBLIES C 9019)COMPONENTS. PLUMBING,ELECTRICAL,AND 2 N.T.S. NOT TO SCALE PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR RENEW. r" 50-1 (3)2B&(1) �' _ CANT. CANTILEVER(ED) N.MCNOFUIM WEIGHT CONCRETE EARiHWAKE DESIGN DATA.. MECHANICAL STbILYS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT S.AN. �i C WRC FOOT98 WRY RPR POST _h? SEISMIC IMPORTANCE FACTOR le=1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS T TO ACCOMMODATE 1/4 NCH PER FLOOR WOOD SHRINKAGE.THE USE OF KILN DRIED ti t CLP. GST IN PUC L.ULDER AND PRONGING A DRYING PROCESS TO THE FRAYING MEMBERS PRIOR TO � /' C3 CONSTRUCTION JONT O.C. ON CENTER SPECI=AL RESPONSE ACCELERATIONS Ss=1.004 SI=0.442 SPECIFIED BY THE ARCHITECT. CO.BELOW _ p o O.D. WT58XE DIAMETER SITE CLASS: SITE CLASS 0 APPUGTION OF FINISHES WILL HELP CONTROL B T WILL NOT ELIMINATE SHRINKAGE. �Z ,w 0. CENTER LINE � a-iD CLG C I UNG O.F. OUTSIDE FACE SPECTRAL RESPONSE COEFFICIENTS SDS=0.735 SDI=0.46 c7. CIR CLEAR O.H. OPPOSITE HAND SEISMIC DESIGN GREGORY: SEISMIC DESIGN CATEGORY D III I���I CI1. ,T Z� __� COL �p CMG. OPENING BASIC FORCE RESISTING SYSTELL BEARING WALL SYSTEM 06160 WOOD SWARM �1, 4a8�P 40 d� CONC CONCRETE CPP. OPPOSITE DESIGN BASE SHEAR: Cs=0.120 W STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE X11 III' �� ti13./U3, 1�CONN CONNECTON ORNT. ORIENTATE(ION) RESPONSE MODIFICATION FACTOR R=6.5 LIGHT-FRAME WALLS 07100 REKORCIMC STEEL ( ) AMERICAN PLyhOODGLU ASSOCIATION.WOW SHEATHING (058)PANE BE C-0 RE APA 111 WNST. CONSTRUCTION OSB ORIENTED STRAND BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCEREINFORgNC STEEL DETAILING FABPoCATIOM,AND PLACEMENT STALL CIE PER ApMIH EXTERIOR 0.11EO.W.L OPEN WEB JOIST 318-05.REINFORCING STEEL SHALL MEET THE FOLLOWING REWWEMENTS (WX),ORIENTED STRAND BOARD(059)PANELS SMALL BE 33WNT, CWPNUOS 01700 GEOIEONCAL BEORYATNY1 FAPOSURE 1.PANELS SHALL HAVE THE FOLLOWING THICKNESS SPAN RATING AND SO-1 S31 CTSK COUNTERSINK ASTM A-615 DEFWMED BARS GRADE 40 f 40 KS)FOR53 FASTENING UNLESS NOTED OTHERWISE PER PLAN: PAR. PARALLEL EARTHWORK AND FOUNDATIONS ARE TO BE WNOSTENT MTH THE GEOTECHNICAL (1F R CTR. cum EDGE FIELD w N P C PRECAST ENGINEERING RECOMMENDATIONS. ALL FWNDATIOMS ARE TO BE FOUNDED ON ASTM A-615 DEFORMED BARS GRADE 60(fy=60 KSI)FOR FI BARS AND LARGER Cl /]URIC YARD / NAILSBANAILSdA I'''',-- `r PEN PANEL EDGE NAIL COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED By A LICENSED • ASTM A-706 DEFORMED BARS GRADE 60(4p60 KSQ FOR ALL MELTABLE BARS ROOF: 7/16'40/20 C-0 APA CDR TAG 84 AT 6' ad AT 12' tae 0 16'OC o �� I`- CERCI, pERPFNDIgXAR GEOTECHNICAL ENONEER ASTM A-185 SMOOTH BAR(iy=60 KS)FOR WELDED WIRE FABRIC DECK FRHMNG 3 )).71 d PENNY(NAILS) FLOOR 3/4'APA RATED SNRD-I-FLOOR OSB 40/20 ThG 10d AT 6' fOd AT 12' DB DROPPED BEAM PL PLATE CONVENTIONAL FWNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS REINFORCING FOR SAGS ON GRADE SHALL BE 6X6 WI.4XN.4 WE F SHEARWALL:7/16'C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET ST.1 o R< CBA DEFORMED BAR ANCHORS p. PROPERTY UNEu u LEDGER u u w ALLOWABLE BEARING PRESSIRE 2000 PSF FIBER MESH UNLESS NOTED OTHERHia.PROVIDE LAP SPLICES PE LAP o DBL DOUBLE PEAR ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN CCW DEMAND CRITICAL WELD PUABG PLUMBING ACTIVE EARTH PRESSURE(TOWING) 35 PC SCHEDULE ON SHEET S6.0.REINFORCING STEEL AT ALL WALLS, ARB F pERPENDIGUUR TO SUPPORTS AND W A STAGGERED PATTERN UNLESS NOTED OIHERWSE DEPT. OEPARTNENT RYW). PLYWOOD ACTIN:EARTH PRESSIRE(AT-REST) 50 PCF SHAD.BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SH BE PR PER PLAN.ROCKING AT!MIRIAM-1E FLOOR AND ROC SHEATHING JOINTS SHALL NOT DT DET. DETAIL PSF POUNDS PER SQUARE FOOT PASSIVE EARTH PRESSURE 350 PC BE REWIRED UNLESS NOTED OTHERWISE PER PLAN.SHEARWALL SEATHING SHALL BE -. OF DOUGLAS FIR PS POUF85 PER SQUARE INCH COEFFICIENT OF FRICTION 0.35 COVER REQUREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERNSE: ROCKED AT ALL EDGES WITH 20 OR 3X FRAYING PER SHEARWALL SCHEDULE OA DIAMETER P.T. PRESERVATIVE TREATED SOIL PROFILE STE PASS D DRAG DIAGONAL PT POST IENOON(ED) CONCRETE CAST AGAINST EARTH SCALE 1/4'=1'-0' o DIAPH DIHPHRAGM ALL FOUNDATI N INSTALLATIONS ARE SUB.ECT TO APPROVAL OF THE LOCAL BUILDING ALL BAR SIZES 3' O P- AY. DIMENSION QTY. QUANTITY INSPECTOR ORA LICENSED GEOTECHNICAL ENGINEER. FORMED SURFACE EXPOSED TO EARTH OR HEATHER .F, 1 DECK FRAMING PLAN :1s ON. DOWN 55 AND SMALLER 1 I/Y D.O. DITTO(REPEAT) R RADIUS 01400 INSPECTIONS AN SPECIAL NEPECTIOLS x Ne DP. DEEP RAD. RADIUS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REWIRED RNFQRONG STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SE...i.,•IN PUC SEE ARCHITECTURAL MANUFACTU ES RAE SYSTEM AND CONNECTION SE AROIIECRIRAL MANUFACTURES RAIL SYSTEM AND CONNECTION < <- D.S. DRAG STRUT RE: REFERENCE BY THE LOCAL BUILDING DEPARTMENT. PRIOR TO CONCRETE PLACEMENT.REINFORCING STEEL SHALL NOT BE a T EXCEPT .- Rff. REFERENCE AS NOTED IN THE DESIGN DRAWINGS WELDING OF REINFORCING STEER,SH OT BE FOR ALL FLASHING DEIGN BY OMENS-DEFERRED OUBWTTAL • FOR ALL RASING DESCH BY ITERS-DEFERRED SUBMITTAL '- o DWG DRAWBIG(S) DETAILS ENGINEER O RECORD TO REVERE RAL DETAILS ENGINEER OF RECORD TO REvEW RAE Y" < m U REINFORCEMENT DPM.. WWEi(5) INi. (ING) SPEgM INSPECTIONS ARE NOT REWIRED FOR CROP R-3 WGUPANCES UNLL55 PERMITTED NiHQUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EX.- NOTED REQ REWIRED OTHERWISE REQUIRED BY THE BUILDING OFFICIAL ON THE DESIGN DRANNGS CONNECTION FOR RIII COISTRUCIION CENkECIDt!FOR RN CONSIRI1CnON a RE (E) EXISTING RO, ROUGH OPENING - COMPATA(IHTY. CpMPATABNR o i (E EA. EACH R.S. ROUGH SAWN 01401:STRUCTURAL OBSERVATION • PER PLAN $ w u EL EACH ENO STRUCNRAL OBSERVATION IS NOT REWIRED, 06071:PRESERVATIVE TREATED 1100D PRODUCTS CIT 1x6 DIAGONAL BRAC I E.F. EACH FAC: PRESERVATIVE TREATED WOOD SHALL BE REWIRED FOR ALL WOOD THA - E E.J. E%PARSION JOINT SOH. SCHEDULE W/(3)Ad EA IST, 3 aT0 Al NOTE F DTT2Z HARDWARE p I P �_ 50. SIROCNRAL COMPOSITE WOOD 0402 Q/ALITY ASSURANCE REQIREIMEN75 BU2UCIURAL SUPPORT OF THE BUILDING BALCONIES PORCHES OR a T REG TO JOIST LOCATED IN SECOND BAY Z EL ELEVATION SIGHED. SCHEDULE •� _iii, Y / BUM TO BEAM PRONBAYE BOOTING BOTH ELEV. ELEVATOR SRT. SHEET HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED IN SUCH SECTIONS MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR AT JON 't ISI► r 1... - -THE WAUTY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS GUIDING APPIWTUNENCS THAT ARE EXPOSED TO THE WI:ATHER M NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01401 PROTECTION FROM A RPF,EAC OVERHANG OR OTHER COVERING a ffi ERBD. EMBEDMENT) S&L SMEAR HAS BEEN PRONOEO. ,a S u�Dlii 0 fp ss►r MO i IWgr ■rr• EN EDGE NAIL Sl SHRIKKAGE CONTROL JOINT ALL W000 INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR 1ry� -"{-��T �� `LIISEI r , T a minimill ENG ENGINEER `J NW el:lL �'� 1>tiIl II A xarp'A j j,,. SKIN. SKEWED) NTH DE ASSURANCE PLAN IS NOT REWIRED FOR STRUCTURES OF GEED WOOD FRAMING MASONRY fOUNOATION WALL LESS THAN B NOES FROM EXPOSED EAR- - .�I an_Ij�� ' a•� E0. EQUAL S.O.S. SAB ON GRADE WITH DESIGN SPECTRAL RESPONSE AT SHORT PERIODS,Sds,NOT EXCEEDING 0.508 = it WI/ EQPT. EQUIPMENT SPC SPACES)(010) POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A E.W EAOH WAY SPEC. SPECIFICATIONS WA TTY ASSURANCE PLAN IS NOT REWIRED FOR WIND EXPOSURE B WHERE BASO WIND CONCRETE SAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE E T; I, EXP- EXPANSION () .MOST BOCIWLG g\ �TT2Z PER PIAN DMZ PER RAN EXST. EXISTING SO. SPARE SPEED IS LESS THAN 120 MPH- V. Y--4 ExT. EXTERIOR STD. STANDARD I. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL 1 2)0228'OA Ledgeink TRIM REARCJI 'rr.,"�F STGR STAGGER SUMMARY:A SUAUTY ASSURANCE PLAN IS NOT REWIRED BY CODE FOR THIS ABOW THE SLAB AND SEPARATED THEREFROM BY AN IMPER MOI /SIFTERS W//Y MRL • `V FAB. FABRICATION STIFF. STIFFtNER(S) STRUCTURE. BARRIER PENERRATIIN'70 RN AT JOISTS PER RAN BICC W/A34 EL FB FLUSH BEAM 5TR STIRRUP(S) 16'0.0 STAGGERED SBE EA END ���AIIF',111 FON. FOUNDATION STI_ STEEL 2. IF IN AN ENCLOSED CRAWL SPACE CR AN UNEXCAVATED AREA TN PER PLAN W F.F. FINISH FLOOR STRUC STRUCTURAL O70R E7EQ171O1 REOURElEMTS BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR LEDGER I, REAM TO TO YATa /H'� SIRUCT. STRUCTURAL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REWIRED PER ALL LOCAL THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM AN ••NDE DMZ ASST.AT NOTE Y AN. FINISH(E0) POST WIDTH W/PC FLG FLANGE SUSP. SUSPENDEGTION) CODES YIPERVIWS MOISTURE BARRIER. 16 FEET MAX 0.G Ldgel4k Fasteners a1mD H POST CAP Of Y..a..R FIR FLOOR MUM. SYMMETRCAL FEET E ASSY.ENDN A !M per OIC ESR-1078 V FN FIELD(FACE)NAIL 02000 911 WRUCTI NI0x I SLEEPERS AND 0115 ON A CONCRETE SAB ON GRADE THAT DOES NOT HAVE AN DEQ EACH F.O. FINISHED OPENING T. TOP ALL STE CONSTRUCTION SHALL BE CONSISTENT MOH THE GEORECFNICAL ENGINEERING IYPERNQUS MOISTURE BARRIER SEPARA710N NTH EXPOSED EARTH. 11111 �••1 F.O.C. FACE OF CONCRETE TAB. TOP AND BOTTOM RECOMMENDATIONS AS NOTED IN THE GEOIECIINICAL ENGINEERING REPORT(SEE SECTION SCALE:3/4'=1'-9 SCALE 3/4'=F-0' QV F.O.M. FACE OF MASONRY TEMP. TEMPORARY 513W)AND IN SUBSEQUENT DIRECTINS 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR. • . F.O.S. FACE OF STUD TAG. TONGUE AND GROOVE CONCRETE OR MASONRY WALLS BELOW GRADE. 2 TYPICAL DECK DETAILS 3 TYPICAL DECK DETAILS F.O.W. FACE OF WALL THK THICK(NESS) 02260 EXCAVATION SUPPORT AND PROTECTION < rn FRM. FRAMEONG) THRD, THREADED EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN W000 PRESERe FS FAR ODE TN TOE NAIL MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED (APPA)SPECIFICATION CO AND C9 OR APPLICABLE STANOAROS ", ,',, (1) FT. FEET(FOOT) TIAs TOP OF WAEAIHING(SAB) AREAS SHALL BE BAT THE NTH LEAN CONCRETE OR PER GEOTECHNICAL CICS IXCID07BRACING FG06j ONOEL N ONE CNE sFK•:NDE O FRTW FIRE RETARDANT TREATED NOW T.O.W. TOP OF WALL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. ALL FASTENERS(NAILS,BOLTS,ANCHOR BGLTS,PLATES HANGERS ETC.)N FEET TALL 5/8'CIA X 6 1/Y LAG KU AT ENO POST TRANSV TRANSVERSE WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALV � FTG FOOTING LOS, TOP O S1EEL EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER IRAN THE UNITS PER ASTM A153 OR STAINLESS STEEL (CTROI()-(1W) COIDTOi L/, L-4 GA. GAUGE TIP. TYPICAL SPECIFIED BY LOCAL,STATE,AND NATIONAL SAFETY REGULATIONS OE BRACE VI GALV. GALVANIZE(D) U.N.O. UNLESS NOTED OTHERMSE INSTALLATION OF CONSTRUCTION SHORING IF REQUIRES.SHALL BE PER THE SHORING ORE BRAC ATPETD POSTS F� a GB. GRADE BEAM DRAWINGS NOTES,AND SPECIFICATIONS IN GLUE LAMINATED BEAM U/S UNDERSIDE GRD. GRADE 06101_ DEWN;PERrcii O GWS GYPSUM WALLBOARD V. VERTICAL SAWN LUMBER SHALL CONFg7Y TO WEST COAST LUMBER INSPECTA 2c MANIC aA1)1 z GIP. GYPCRETE VERT. VERTICAL 'GRADING AND DRESONG RULES'NO.17 LATEST EDITION. SAWN 3 BICCNy ^ DVE VERIFY IN FIELD AND SURFACED OIED,19 PERCENT MAXNDM MOISTURE CONTENT. � F-•I yPH. HORIZONTAL FROM HEATER ANO"%ONDE FURTHER ORYWG OF ASSEMLED FRAr->:I 'C HO HOIDONN W. WADE(W0111) WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO WEATHER OR W CONTACT WITH �IM,A A ALA I C.) H.D.G. HOT DIVED GALVANIZED W/ NTH CONCRETE OR MASONRY SHALL BE PRESERVATSE TREATED D.=0.PER R .Z� Y�I Q) HER HEADER W/O WITHOUT SPECIES GRADE,MD PROPERTIES FOR EACH USE/LOCATION SHALL BE MI, ®IIIIIIMI I Cd /1 HGR HANGER 10. WOOD U.RQ PER PLAN/SCHEDULE: F-I 4 HORZ. HORIZONTAL W.H.S. WELDED HEADED STUDS Pb Fr Fry Fc : �,I ' .- O HOR2 HORIZONTAL WP. WORK PONT USE/LOCATIW SPECIES GRADE (PSI)(PS) (PSI) (PSI) HR HEADER W.S. WELDED SND �.�r-I N.S.B. Hai STRENGTH BOLT WE WEIGHT 21,3X HEY-FIR NO.2 850 150 405 1300 ,� PT 2X12 STRINGERS •.U-E W HL HEIGHT W.W.F. MELDED WIRE FABRIC AT 15"0C MAX • LD. INSIDE OA4ETER X-STC EXTRA STRONG LEDGERS ^' LE INSERT ELEVATION XX-STC DOUBLE EXTRA STRONG 2X,3X DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1.6EN 5/8'OA LAG BOT CR LF. NODE FACE 4X DOUGLAS FIR-LARCH NO.1 1000 180 625 150) 1.7E6 5/e'IMRU BOLT(CIRSNK) YD YARD P.T.POSE PER PLAN BEADS AND POSTS lir (NAX HEIGHT=10'-0') STRINGER TO DECK 4X DOUGLAS FIR-LARCH N0.2 9W 180 625 1350 1.6E6 N.T.S. 3/4.=I•-0' TALL POST BRACING SD 1 6X DOUGLAS FIR-LARCH NO. _ 1 1200 170 625 1000 1.6E6 4 NOT USED 5 TYPICAL DECK DETAILS