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Plans (2) 1r , Y ✓'�LjX11.v-c ,- &[�, 5�j 1 --,..72 $e.- /iiiiiimmiii _ ..--_ >G'%rs ST Ali Miitireadt _,,..--- 4.-%r-''''kt I i ; ) Architects 25 Central way,Suits 239 WINIIIMIWINWEimemim .. ... JC1rkF0ad.ylaSidWon Wan' IG i i I - g4S434.7134 F.41DA58:286 amilm / \ Web rewrm9breodtarrbram • iwimmemomwsommimmewniom amaniMamommewimm : n _...tee. ����ll oc� '1, t � ARMININIMIM=MMEINIMMINEEN - �'� n ss fyt 1 SGC,0 AUG c.. wominne wwwwwwmaimmemoommomm ■eec.r ''''''*r'''•*1 umnamo M22222MMIinommwiminnommemil_ isatin ;d F;f 5 • �,... KIRKIAN58 WAwWwiiiissiossammii- . 122•221-221 Wim22/2=22miimmimmom memom 1 •222M/802102•22m22 9Te'n F ole° moionownimon """Il 22 21222EMMEMIN in 11 • - - DECK ----- 2 , i�I IOM n —� - . M. DECK DECK = wimmomi IIIII�IIIIIII IIII�I�II�IIIIII _____- II��I�lI�I� .' 'n�IIIIIIIIIIIIIII IIIIIIIII I�I�I ____ . —ISI' 1114 , : : ," tii, „,),,,/ 1 I�I— 3 I it. II II II GY - DROP DISTANCE FOR DROP DISTANCE FOR FOOTINGS s 7 SINGLE FAMILY DECK SIDE ELEVATION FOOTINGSOF DECK POSSINGLE FAMILY DECK REAR ELEVATION AND VER TICAL POSTBOFDEK SINGLE FAMILY DECK SIDE ELEVATION VARIES. 1/4'=1'-0" CV co IL 1 °ti I R I V a W .°' c c U I u_ 6 0 c R a 16'-0' 16'-0' L 0 i 11 1 " „ / . MANUF.RAILING SYSTEM (3'2,2x8 TRIM -�© a RAIL POST F.L y / SURFACE OR FACE-ATTACHED () rt 18',18'x10-FTC. -- 4x4 PT POST . ® F SUPPORT POST BELOW W/(2)#4 E.W.�I�.Y.ca.iIII II' j_ A AC4 POSTTCAPE "' Deck DTT22 i�iii �ii 1 ' DECK ABOVE—_—_ 85 SPACED DECKING DT72Z mt (3)2x8 P -& 1 V (1)2x8 TRIM I - I (3)2x8 P i.& 61 d a (1)2x8 TRIM Q E o y >+ 0 dlaow tO P. 2x LEDGER BRACE.ONAL TOP. t� GF SINGLE FAMILY DECK FLOOR PLAN SINGLE FAMILY DECK FRAMING PLAN T. .0 z c — o 0) as C a 0 Cl) a 1 6. lob No_ 12-11 i Sheet No, Al SheetDtder. A S D • I 1 ABBREVIATIONS 2. STRUCTURAL NS _ & AND IN. INCE(S) 01000.GENERAL RECAREIENTS 030011 CONCRETE 06102:FRAMING NOTES 4ROUGH FRAMING NAILING SCHEDULE 0 AT INFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS ANY CONCRETE CONSTRUCTION STALL CONFORM TO THE AMERICAN CRETE INSTITUTE FRAMING CONNECTORS,ACCESSORIES AND FASTENERS AS NOTED IN THE PIANS AND m FEET(FOOT) WT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS,NOTES SPECIFICATIONS SITE CONDITIONS. STANDARD AQ 318-05'BUILDING CODE REQUIREMENTS FOR CRETE'. DETAILS SHALL BE AS MANUFACTURED BY SMPSON STRONG-TIE.EQUIVALENT HARDWARE NKRNAM MOUEI1EU OFTAS 270L9.1) • INCH(INCHES) AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT#10 SHALL MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.INSTALL AU.HARDWARE MANN ON MC f POUND(S).NUMBER JST. JOIST CORRECT THE DISCREPANCY IN WRITING ANY WOR(COMPLETED AFTER DISCOVERY CF CEMENT AND CONCRETE STALL CONFORM TO IBC SECTION 1 IXTURES SHALL BE PER MANUFACTURERS'SPECFlCATIONW WERE STRAPS CONNECT TWO MEMBERS CONNECTION FASTENING 0 EQUAL(S) JT. JOINT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTORS RISC REFER TO APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPL AO 318-05 SECTION TOGETHER,PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER.PROVIDE / PER ARCHITECTURAL PLANS FOR OPENINGS ARCHITECTURAL TREATMENTS AND DIMENSIONS 36.CONCRETE EXPOSED TO FREEZING AND THAWING SHALL AN NR ENTRAINING SOLID BLOCONG AT AU.BEARING POINTS.SEE SECTION 06071 FOR FASTENER 1.JDIST TO SILL OR (3)0.131'X 25'VIOLS U K KIPS(f000) NOT SHOWN.CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC.NOT SHOWN. ADMIXTURE CONFORMING TO IBC SECTION 1901.2,THE USE R CHLORIDE REQUIREMENTS AT TREATED LUMBER.TOPICAL NAILING NOT SHOWN PER PLAN,DETAIL,OR 2.B60GING TO JOIST (3)0.131'X 2.5'TOFLADS EA.END z ION SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER INC TABLE 2304.9.1 OR TO 3 TO OR LESS SIBFTR TO SET. (2)0131'X25'FACE MAX. - N ABV. ABOVEA.B. BOLT LAT. LATERAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY - THE FASTENING SCHEDULE ON SHEET 51.1. 4.WISER THAN 1X6 SOBER TO 01(3)0.131 X 25 FACE NAL ADO. ADDITIONAL LB POUND(S) CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQURED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORDJQR APPROVAL S t 9RRGOR TO 151/ORDER (2)0.148'%3.25'BUND&FACE NAIL m ADJ. ADJACENT LW LAG BOLT(S) ERECTION.BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE FOUR BEERS PRIOR TO PLACING CONCRETE.MIX DESIGNS SHALL RE FOR NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 12R11 JOIST TO TOP PUT (I)0148X325'AT IY QC.TONAL m ALUM. ALUMINUM LG LONGITUDINAL) PROPERLY SUPPORTED. CONFORMANCE TO IBC SECTIONS 1904 AND 1905• FOLLOWS 24•BALT-UP ORDERS ADO BEAMS (1)0.148"X 325 AT If EA ELIDE STAGGERED o ALT. ALTERNATE LGTH. LENGTH -- IT °+'&1 THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK.THE CONCRETE PAX DESIGNS STALL MEET THE FOLLOWING REQUIRE NAIL SIZE DIAMETER LENGTH APPRX. APPROXTMATE(LY) LGMF DONT GAUGE METAL FRAMING ry LLH LONG LEG HORIZONTAL -CANTRACT01R SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, 8d 0.131' 25' D'/J m ARCH. ARCHITECT(URAL) SHORING,AND OTHER WORK WITH ALL DRUPES AND ADJACENT PROPERTIES CALL THE 28 DAY MAX MAX AIR SPEOAL ON V` D ASSY ASSEMBLY LLV LONG LEG VERTICAL 104 0.148• 10' C N B. BOTTOM LSI LONG 9-DOTED HOLE(S) UTILITY LOCATE SERNCE PRIOR TO ANY WORK AT 1-800-332-2344. STRENGTH W/C SLUMP ENTRAINMENT INSPECTION 120 QNB• 3.25• •IX BEL BELOW LT.WE. LIGHT WEIGHT Fc(PS) RATIO (INCHES)(PERCENT) REQUIRED APP1PgATION 16d 0.162' 3.5' BEN BOUNDARY EDGE NAILING LW. UCHT HEIGHT - C o, BF. BRACED FRAME 0704 CODE RE011ROEN75 W m 2500 0.45 4±1 Oft NO FOOTINGS, UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS ANCHOR BOLTS AT BLDG BUILDING HAS MASONRY ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2014 ORSC(2014 OREGON SRUCTURAL SPECIALTY CODE AS ADOPTED BY WASHINGTON COUNTY,OREGON. 3000 0.45 411 531 NO E%T SILL PLATES SHALL BE 5/8•DIAMETER N4 Y MINIMUM EMBEDMENT INTO CONCRETE T.' '.N DRIVEWAYS,CURBS,WALKWAYS,PATIOS,PORQIES BUE BLOCK MASS MASONRY ) AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A WAWA 11 H BCW. BLOCKING MAT. MATERIAL 01202 DESIOI LOADS WEATHER AND GARAGE FLOORS. OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12•NOR LESS p x �• BCW. BELOW MAX MAXUYUM 2500 0.50 SO OAT NO ALL 0TH CRETE '5 LIVE LOADS THAN 4.5'FROM EACH END OF THE PIECE. A YXrX0.229'PLATE WASHER SHALL BE TiU m 8M. BEAM MIR MACHINE BOLT DECK(SNOW) 25 PS PROVIDED FOR ALL ANCHOR BOLTS(DO NOT COUNTER-9NK PLATE WASHERS). A 13 16• z w BUD BRICK MASONRY UNIT MRM METH.BUILDING MANUFACTURER ONE COMPRESSOR TEST MINIMUM SHALL BE CO/PILED FOR 150 CUBIC YARDS OR / m BN BOUNDARY WANG MECH. MECHANICAL DECK(LIVE) 40 PSF 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX D EACH DAY.A X 1 3/C DIAGONAL SLOTTED HOLE W THE Y X Y PLATE WASHER IS ALLOWED NTH A to w BOORT. BOUNDARY M.EJ.MASONRY EXPANSION JOINT SNOW LOAD SEWN DATA TEST SHALL BE THE AVERAGE STRENGTH CF TWO CYLINDERS MADE FROM THE SAME STANDARD CIT WASHER. B.O. BOTTOM OF WM. MEZZANINE SIMPLE AND TESTED AT THE SPECIFIED AGE.ADDITIONAL CYLINDET.FOR Pg=20 PST',Pf=14 PS,Ce=1.0.Is=1.0,CL=1.0, WFORYATRIN REGARDING POST TENSIONING FORM REMOVAL,'IN. T,OR B.O.E. BOTTOM OF EXCAVATOR MBR. MANUFACTURER 06103,1067 APD BEAM HANGERS OTHER PURPOSES CONCRETE SHALL BE ACCEPTABLE IF: B.O.F. BOTDON OF FOOTING MIN. MINIMUM WIND DESIGN DATA(UPLIFT): 1.NO LEST FAILS 500 PSI BELOW THE SPECIFIED SITENG JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY BRDG BROGE(ING) MISG MISCELLANEOUS BASIC WIND SPEED. 120 MPH(ULT.)93 MPH(ASD) 2.THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS SMPSON STRONG-TIE EQUIVALENT HARDWARE MAY BE USED NTH PRIOR APPROVAL BY UBBS BEARING MTL METALFNONEER ff RECORD.JOIST AND BEAM HANGERS SHALL BE PER PLANS OR DETAILS WIND IMPONTANCE FACTOR le=1.0 BELOW THE SPECIFIED STRENGTH. BOY. BOTTONWIND EXPOSURE: EXPOSURE B CONCRETE NOT MEETING THE ABOVE CRITERIA SFHALL BE SUB - $ BONN' BETWEEN (N) NEW TOPOGRAPHICAL FACTOR: UI=1.0 AT NO ADDITIONAL EXPENSE TO THE OWNER. N.LB. NON-LOAD BEARING INTERNAL PRESSURE COEFFICIENT: GCp1=4/-0.18 06104:SHRINKAGE OF WOOD FRANK C CAMBER NO. NUMBER -e SRINKAGE IN HOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO CAME. CAMBER(ED) N.S. NEAR SIDE COIPONENT/CLADDING WIND PRESSURE: P(C)=25 PSF RESHORING WHERE REWIRED,SHALL CONFORM TO AC 301 SECTION 4.6. SU COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING ELECTRICAL.AND 2 N.T.S. NOT TO SCALE PROPOSED RESHO UNG PLANS TO THE ENGINEER ff RECORD FOR RENEW. rl SD-1 (3)2X8&(I) S.CANT- CANTREVER(ED) MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT V"• RAIL POST W4ya„1 i S1F E N.W.GNCRMAL WEIGHT CONCRETE EARTHQUAKE DESIGN DATA 2X8 RMI /3 Er WBC FOOT SEISMIC NAPORTANCE FACTOR le=1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3 CH IF NOT TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE.THE USE OF OLN DRIED .' ti "" `!✓ CEP. CAST IN PLACE 0.5 ON CENTER SPECTRAI.RESPONSE ACCELERATORS Ss=1.004 SI=0.442 SREpFlED BY THE AIROHITECT. LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO _ _ - ) o��?,..7-.6 C.J. CONSTRUCTION DONTAPPUCATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. CO'BELOW Z m w CL CENTER UNE 0.0. WTSDE DIAMETER SITE CLASS: SITE MASS 0 a_ ,V iil��11i11111 ll O.F. OUTSIDE FACE SPECTRAL RESPONSE COEFFICIENTS GUS=0735 ON=0.46 '0V' MG CLEARCEILINOR OPPOSITE HAND SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D �J Z� CLL CLEAR ODL COLUMN OPNG OPENING RASO FORCE RESSTNG SYSTEM: BEARING WALL SYSTEM 4Y 06160:WOW SEATENO 4d'1411 418 �(P' d.P' 1��� LONG CONCRETE OPP. OPPOSITE DESIGN BASE SHEAR: Cs=0.120 W STRUCTURAL*10D SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE ?2 II' �� "IIID 1 1`s70 0 CONN. CONNECTION ORNT. ORIENTATE(ION) RESPONSE MODIFICATION FACTOR: R=6,5(LIGHT-FRAME WALLS) 03P011 REIFOiCNG STEEL AMERICAN PLYWOOD ASSOQATIOR WOW SHEATHING PANELS SHALL BE C-D INT APA d CONST. CONSTRUCTION OSB ORIENTED STRAND BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE REINFORCING STEEL DETAILING FABRICATION,AND PLACEMENT SHALL BE PER AC WITH EXTERIOR GLUE(COX).ORIENTED STRAND BOARD(OSB)PANELS SHALL BE 3 3 CONT. CONTINUOS O.W.L OPEN WEB JOST 318-OS REWFONQNG STEEL SHALL MEET THE FOLLOWING REWREYENTS EXPOSURE 1.PANELS SHALL HAVE THE FOLLOWING THICKNESS,SPAN RATING AND SD-1 SD-1 CT9C. COUNTERS NK 01300 GEOTECHNICAL HOPMAINW FASTENING UNLESS NOTED OTHERWISE PER PLAN: re N PAR. PARALLEL EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ASTM A-615 DEFORMED BARS GRADE 40(fy=40 KS)FOR/3 BARS ONLY EDGE FIELD v y CTR CEBTRED) ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTIR A-615 DEFORMED BARS GRADE 60(HY=60 KS)FOR 14 Billoptil R= 8 8 r 1 v CPT CUBIC YARD P/C PRECASTNAILS NAILS ¢ I n PEN PANEL EDGE NAS. COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENDD - ASTM A-706 DEFORMED BARS GRADE 60(4p60 1151)FOR ALL ROOF: 7/16'40/20 C-D APA COX TAG 8d AT 6• Bd AT T2• 2x8 0 16.00 n PERP. PERPENDICULAR GEOTECHNICAL ENGINEER ASIM A-185 SMOOTH BAR 0)=60 KS)FOR WELDED WIRE FABRIC FLOOR 3/e APA RATED STURD-I-FLOOR OSB 40 20 TAG 10d AT 6• 10d AT i2• DECK FRAMING d RENNY(N / Wo DB DROPPED BEAMPL' PLATE CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XWT.4 WELDED MIRE FABRIC ON SIEARWALU 7/16'C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET 51.1 I w NE GBA DEFORMED BAR ANCHORS PL PROPERTY LINE ALLOWABLE BEARING PRESSURE 2000 PSF FIBER MESH UNLESS NOTED OTHERWISE PROVIDE LAP SPLICES PER hi CE LEDGER u u c'o OBE' DOUBLE PLMBG R MBNG ACTIVE EARTH PRESSURE(TEILDING) 35 PCF - SCHEDULE ON SHEET 56.0.REINFORCING STEEL AT ALL WAl1S G5 ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN DCW DEMAND CRITICAL WELD PERPENOWLAR TO SUPPORTS AND N A STAGGERED PATTERN UNLESS NOTED OTHERWISE DEPT. DEPARTMENT PLYWD. PLYWOOD ACTIVE EARTH PRES9WE(AT-REST) 50 PCF SHALL BE CONTINUOUS AROUND CORNERS RISE CORNER BARS P PER PIAN BLOCKING AT INTERMEDIATE FLOOR ANO ROOF SHEATHING JOINTS SHALL NOT '^ GET. DETAIL PS POUNDS PER SQUARE FOOT PASSIVE EARTH PRESSURE 350 PCS BE REWIRED UNLESS NOTED OTHERWBE PER PLAN.SHEARWALL SHEATHING SHALL BE n OF DOUGLAS FR PS POUNDS PER SQUARE INCH COEFFICIENT OF FRICTION 0.35 COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED %USE: BLOCKED AT AU EDGES WITH 2X OR 3X FRAYING PER SIEARWALL SCHEDULE DIA DIAMETER P.T, PRESERVATIVE TREATED SOIL PROFILE SITE CLASS 0 a MAG DIAGONAL PT POST TENSON(ED) CONCRETE CAST AGAINST EARTH SCALE T/4•-I'-0' z .. MARK DIAPHRAGM MADMAN INSTALLATIONS ARE SIR.ECT TO APPROVAL OF THE LOCAL BUILONG ALL BAR SIZES Y Q p DIM DIMENSION O1Y. QUANTITY INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEERFORMEDOR SURFACE EXPOSED TO EARTHWEATHER 1 DECK FRAMING PLAN 2 _ DN. DOWN /5 AND SMALLER 1 1/2' cc D.O. DITTO(REPEAT) R RADIUS 01400 INSPECTIONS AND SPECIAL INSPECTIONS DP. DEEP BAD. RADIUS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REWIRED REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY D IN PLACE - .- iX D.S. DRAG STRUT RE: REFERENCE BY THE LOCAL BONDING DEPARTMENT. PRIOR TO CONCRETE PLACEMENT.REINFORCING STEEL SHALL NOT BE NT EXCEPT SEE AROIIIECNRA MANUFACTURED RAIL SYSTEM AND DIRECTION SEE ARCITCTURAL YANUFACNREO RAIL SYSTEM APD CONECIION DWG. DRAWINGS) REF. REFERENCE AS NOTED IN THE DESIGN DRAWINGS MELDING OF REINFORCING STEEL ,. NOT BE ONAM1S FLASHING 01501 BY ff RE OD TORO REVETN RAIL TIAL FOR All FLASHING XENONFBY RR ff OTHERS ERS-INTERRED SUBTOTAL. Y,, a j 6 RONF. REINFORCEMENT(ING) SPECIAL INSPECTIONS ARE NOT REWIRED FOR GROUP R-3 OCCUPANCIES UNLESS PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EX AS NOTED DW- DOWEL(5) ON THE DESIGN DRAWINGS (i REO. REWIRED OTHERWISE REQUIRED BY THE BUILDING OFFICIAL CONNECTOR FW FAA COtiRIICIION CONNECTER FEN.Tau CCNSIPoICDON (E) EXISINC R.O.FLF. RIGID FRAMEROUGH OPENING COPATABUtt, • COYPATAINIII: - E. (k) EACH 01401:SIPoICRNRAL OBSRVATION PER PLAN $ P`ru R.S. ROUGH SAWN STRUCTURAL OBSERVATION IS NOT REQUIRED. 06071:PRESERVATNE TREATED WOCO PRODUCTSI o_ d E.E. EACH END P.T.1X6 DHOW/BRACE PRESERVATIVE TREATED WOW SHALL BE REWIRED FOR ALL WOW THAT FORMS THE WI QI31XY NAILS: NOTE;IF DTTZZ HARDWARE o I 1 z E.F. EACH FACE W/(3)Be EA.61 1 JOIST TO BEAU E.S EXPANSON JOINT 5CH. SCHEDULE 01402:QUAKTT ASSURANCE REONEYENTS STRUCTURAL SUPPORT OF THE BUILDING BALCONIES PORCHES,CR SIMILAR PERMANENT EHLIFG TO JOIST LOCATED IN SECOND BAY z 5O STRUCTURAL COMPOSITE WOOD THE QUALITY ASSURANCE PLAN SHAD.BE TO VERIFY THAT THE SPECIAL INSPECTIONS BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT I IRATE "P/ BLKG TO BEAM PRONE moo=BOTH ELEV.EL ELEVATORVATION SCHEO. SCHEDULE NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01401 PROTECTION FROM A ROOF,SAVE,OVERHANG OR OTHER COVERING TO � .' r �!I• BATS SHT. SHEET HAVE BEEN COMPLETED AND THAT SUPPORTING DOOUMENTAION NOTED IN STEN SECTIONS MOISTURE OR WATER ACCMULATION AT THE SURFACE OR AT JOIN 3` "'.LHQRS iTI: ENEMED EDGE NAA I) SIM. SIMILAR HAS BEEN PROVIDED. r ° �F a yrri•.( 1 A►yr►Jnr Si SINKAGE CONTROL JOINT ALL WOCO INSTALLED ABOVE GROUND ANO RESTING ON AN UTERI �(CRETE �� � ��/. �IIIIIII 1 " Il a(1111111 ENG ENGINEER NEW. SKEWED) QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGHT WOOD FRAMING MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED :. 0 ....-_--.4, N� V� !� 1i1I A NN=-ji5`0 EQ EQUAL 50.5 SLAB ON GRADE NTH DE9ON SPECTRAL RESPONSE Al SHORT PERIODS.SILN NOT EXCEEDING 0.509. .}. - ?TR' EOPT. EQUIPMENT SPG SPACE(S)(WG) POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPP' EM. EACH WAY SPEC. SPE0FICATION(S) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR WINO EXPOSURE B WHERE BASIC WINOSA CONCRETE B OR FOOTING THAT IS IN DIRECT CONTACT NTH THE EAR- .0•T; LOST BLOCKING A. ITT2Z PER RAN 01122 PDR PLAN ExiSTNG EXP. EXPANSION S0. SQUARE !!SPEED IS LESS THAN 120 MPH. 4-4-41EXXT. EXTERIOR STD. STANDARD 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDE INCH 2)0228'BA.LdgaLok IRA REARM ' STGR STAGGER SUMMARY:A WAUTY ASSURANCE PLAN IS NOT REWIRED BY CODE FOR THIS ABOVE THE SLAB AND SEPARATED THEREFROM BY AN ORERNOU ASTENERS W/Y MR Cd FAB. FABRICATION STIFF. STIFFENERS) STRUCTURE. BARRIER 1PENETRATIONT AT JISTS PER PLAN 0.C.STAG:END SIDE1V/ MEIN A+1 l3 FB FLUSH BEAM STIR STIRRUPS) 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNIXCAVATED AREA IN TH-�•; PER RAN NL. FDF. FOUNDATIONO ST.. STEEL 017011 DEWTO4 RECURElENTS BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR LEDGER SGUARE POST TO MOCK F.F. FINISH FLOOR STRUC STRUCTURAL u BEAFL W07H STRICT. STRUCTURAL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REWIRED PER ALL LOCAL THAN 8 INDIES FROM EXPOSED GROUND AND SEPARATED TH -*VIDE DTCZ ASSY.AT NOT: BEAM TO POST W/PC FIN. FRISKED) CODES IMPERVIOUS MOISTURE BARRIER 16 FEET MAX OG L PLG FLANGE SUSP. SUSPENDED(TION) a per Fasteners 5w0 LOCATE ASSY,WDHW 4 Me pe X+C ESR-1078 ''CJ FIR. FLOOR STAN. SYMMETRICAL 02008 SIRE 3 SLEEPERS AND OILS ON A CONCCEE SLAB ON GRADE THAT DOES NOT AN 00IX IV EACH END CF V FN FIELD(FACE)NII. HMPERMOUS MOISTURE BARRER SEPARATION vex EXPOSED .y F.O. FINISHED OPENING T. TOP ALL STE CONSTRUCTION SHALL BE CONSISTENT NTIH THE GEOTECINCAL ENGINEERING SCALE:3/4'=1.-0• 11111 SCARE 3/4•=I'-0' F.O.C. FACE OF CONCRETE T.AB. TOP AND BOTTOM RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT(BEE SECTION 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE NEMF.O.M. FACE OF MASONRY TEMP. TEMPORARY 01300)AND IN SUBSEQUENT DIRECTIVESCONCRETE OR MASONRY WALLS BELOW GRADE _ F.O.S. FACE OF STUD 1.10. TONGUE AND GROOVE 2 TYPICAL DECK DETAILS 3 TYPICAL DECK DETAILS F.O.W. FACE OF WALL THE. THICK(NESS) 02260 EXCAVATION SUPPORT AND PROTECTION CA FRY. FRAME(ING) THIEL THREADED EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS OVER-EXCAVATED (APPA)SREOFICATION C2 AND C9 OR APPLICABLE STANDARDS F.S.T. FAR SIDE TN TOE NAILP3ST BR/CNC FOR NOTE:PROVIDE FT. FEET(FOOT) T.O.S. TOP OF SHEATHING(SAB) AREAS SHALL BE BACICFILLFD 00TH LEAN CONCRETE OR PER GEOIECHMICAL POSTS EXUDING 7 BRACE IN OPE SOLE O Taw TOP OF WALL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE ALL FASTENERS(NAIL,BOLTS.ANCHOR BOLTS.PLATES.HANGERS,ETC.)N WOW ERN FIE RETARDANT MATED ACCOWITH TREATED LUMBER STALL BE CORROSION RESISTANT G-185 HOT DIPPED GALV FEET TALL 5/8•GIA X 6 1/Y LAG BOLT AT END POST FTG FOOTING TTRANSVERSE EXCAVATOR SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS PER ASTM A153 OR STAINLESS STEEL (CTRSAM)-(TLP) CONDITION IU-T T.O.S.O.S TOP OF SIFFL SPECIFIES BY LOCAL.STATE.AND NATIONAL SAFETY REGULATIONS 406 BRACE(TLP)-ONLY Z R-.� GA. GAUGE TIP. TYPICALitpt: CO GALV. GALVAMZE(D) U.N.O. UNLESS NOTED OTHERWISE (NE BRACE AT END POSTS GI GRADE BEAM INSTALLATION OF CONSTRUCTION SHORING IF REWIRED.SHALL BE PER THE SHORING U/S UNDERSIDE DRAWINGS NOTES.AND SPECIFICATIONS DEOONG PER CdGIB GLUE ' CND. GRADE LAMINATED BEAM 061011 ROM FRAMING yr: ARGIL U O GAB GYPSUM WALLBOARD V. VERTICAL SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU(WCUB) 2.BUM cl)^ Z GYP. GYPCRETE VERT. VERTICAL 'GRADING AND DRESSING RULE"NO.17 LATEST EDITION. SAWN LUMBER SHALL BE SAS (_.,.( VE VERIFY IN FIELD AND SURFACED DRIED.19 PERCENT MAXIMUM MOSTURE CONTENT. PROTECT LUMBER y H. HORIZONTAL FROM WEATHER HRINKA POTENTIAL L.FURTHER DRYING O'D WEA .MINIMIZE CT �,�,�'i� I,�". I ►0i ,.. HD HORDOYN W. WIDE(WIDTH) WOOD SHRINKAGE POTENTIAL ALL LUMBER OPOSED TO WEATHER. TACT WITH J U ..... H.D.G. HOT DIPPED GALVANIZED w/ WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N. 41. LUMBER 44 -- �� /�N HDR HEADER 00/0 WITHOUT SPECIES,GRADE.AND PROPERTIES FOR EACH USE/LOCATION OLLOWS Mil ® I CI Q FM HGR HANGER ND. WOOD D.N.O.PER PLAN/SCHEDUIE: 'l 03fR��! HORZ. HORIZONTAL W.H.S. WELDED HEADED STUDS FB Fr Fcp miry - U r-R ^RORIE HOBZONTAL W.P. WORK PONT USE/.00ATION SPECES GRADE (PSI)(PSI) (PS) (PSI)(PSI) /''�BR HEADER W.S WELDED STUD JOSTS 'rl R� OH.SB. MGN STRENGTH BOLT WT. WEIGIHT 2X 3X HEM-FlR N0.2 850 150 405 1300 1,3E6 RE 902 ••-i �.U-I L'. DO HT. HEIGHT WWF. WELDED BARE FABRIC AT IK OG MAX t3O LSC SRNMFR i0 RW F F-'H Q P4 LD. INSIDE OLANEIER X-STC EXTRA STRONG LEDGERSI.E. INVERT ELEVATION XX-STG DOUBLE EXTRA STRONG 2S.3X DOUG AS FR-LARCH NQ 2 900 180 625 1350 1.6E6 rIPHG LABOLT CR LF. INSIDE FACE 4X DOUGLAS FR-LARCH NO.1 1000 180 625 1500 1.7E6 HRU BCT(CTRSKK) TO YARD ,lli• P.T.POST PER PIAN BEAMS AND POSIOUOUOAS FIR-LARCH NO.2 900 180 625 1350 1.6Es TAIL POST BRACING 111011-10'-07 STRINGER TO DECK NX DOLAS FIR-LARCH NO.1 1200 170 625 1000 1.6E6 RTS 3/4'=1'-0• SD 1 4 NOT USED 5 TYPICAL DECK DETAILS