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<br /> STRUCTURAL NOTES
<br /> � • �D IN. INCHE(S) 0100� (�NERAL t�t�tRQr1ENN1'S 06100: ROUqi FRAMING 06185: S1RUC'tURAL GLUED LAMlNATED 'I1k19ER °'
<br /> _ � AT INFO. INFORMAT10td THE STRUCTURAL NOTES SUPPLEMENT TNE PLANS ANQ SPECIFlCA110NS. ANY CONCRETE CONSIRUC11aV SHALL C�IF�tM TO iHE AMERICAN C�JCREIE INS11TU1E STANDARD AG SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU {WCL16) GLUED-LAMINATED NtEMBERS SHALL HAVE AMERiCAN INSTiTUTE OF �iMBER CONSTRUCTION �
<br /> ' FEET(FOOT} INT. INTERIOR DISCREPANCY FOUND BETWEEN TNE DRAWINGS� NOTES, SPEGFlCATIONS, SITE CONDITfONS� 318-14 "BUIIDING CODE REQUIREMENTS FOR STRUCTURRL CONCRETE". "GRADING AND DRESSING RULES" N0. 17 LATEST EDI110N. SAWN LUMBER SHALL BE S4S (AITC} IDENI1FlCAl14N MARK. EXPOSED MEMBERS SHALL RECEIVE QNE COAT � END �
<br /> " INCH (WCHES) AND ARCHIIECTURAI PLANS SHALL BE REFORTED TQ THE ARCHITECT WHO SHALL
<br /> � POUND(S)� NUMBER �T. JOIST AND SURFACED DRIED i9 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FlEtD. SHOP
<br /> CORRECT THE QlSCREPANCY IN WR(T{NG. ANY WORK COMPLETEQ AFTER DISCOVERY 4F CEMENT AND C4WCREiE SHALL t�NFORM i'0 IBC SECTION 1903 dc 1904. ADMIXTURES SHALL BE FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMfZE DRAWlNGS SHALL BE SUBMITTED PER THE REQUIREMENTS QF SECTION. 01330. DESIGN �
<br /> � - EQUAL(S) �T ���T THE DISCREPAIVCY SHAII BE DONE AT THE CONTRACTOR'S RISK. REFER TO APPROVED BY THE ENqNEER OF REt�D. THE USE OF WATER SOLUQLE CHLORiDE ION SHALL NOT BE IIVOOQ SNRINKAGE POTENTIAL ALi. LUMBER EXPOSED TO WEATHER OR IN CONTACT WiTH MATERIAL PROPERTIES SHAIl BE AS FQLLOWS:
<br /> / PER ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS USED. CONCRETE OR MASONRY SHALL BE PRESERVAl1VE TREATED U.N.O. PER PLAN. LUMBER °�
<br /> K KIPS(100Q) NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NQT SHOWN. � ; � z �
<br /> A.6. ANCHOR BOLT � THE CONTRACTOR �IAEl SUBMIT MIX QESIGNS TO �IqNEER � RECORD F�t APPROYAL FOUR Y�EEKS SPECIES, GRADE, AND PROPERIIES FOR EACH USE/L4CATION SHALL BE AS FOLLOWS USE COMBINATION SYMBOL SPECIES CAMBER _
<br /> U,N.O. PER PLAN/SCHEDULE: S�MPLE SPAN BEAM 24F-V4 DFjUF STANDARD � �
<br /> ABV. ABOVE �T LATERAL THE CONTRACTOR SNALL PROVIDE BRAqNG AND SUPPORT REQUIRED FOR TEMPORARY PRi� TO PLAqNG t�VCREiE. MIX DES�GNS SHAl1 BE REVIEWED FOR CONF�MANCE TO IBC ` v
<br /> ADD. ADDIl10NAL LB. P011ND(S) CONSTRUCTION LOADS AND FOR S�tRUCTURAL COMPQNENTS AS REQUIRED DURING �C110NS 1904 AND 1905. Fb Fv Fcp Fc E CONTfNUOUS BEAM 24�F V8 DF/DF ZERO n, ,,
<br /> ADJ. ADJACENT LB. LAG BOLT(S) ERECTiON. BACKFlLL BEHiND WALLS SHALL NOT BE PLACED tiNT1L TNE WALLS ARE Q USE/LOCAl10N SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) CAN11LEVER BEAM 24F'-V8 DF/DF ZERO �� c� �
<br /> ALUM. ALUMINUM LG. LONG(IIUDINAI) PROPERLY St1PPORTED. CONCRETE MIX DESIGNS SHALL MEET THE F�.LdV�IN� REQUIREk(ENTS: 4 WALL STUDS/BLOCKING � o
<br /> 2X, 3X HEM-FlR STUD 675 150 405 800 1.2E6 tiNEXPOSED GLUED-LAMINATEQ TIMBER SHALt BE iNDUSTRiAL GRADE TYPICAL, UNLESS �, � ':
<br /> ALT. ALTERNATE LGTH. LENGTH 4" i M D E NOTED OTHERWISE. EXPOSED GLUEQ LAMINATED 11MBER SHALL BE APPEARANCE CLASS ' � � � �
<br /> A P P R X. A P PROXIMATE(L l� L G M F L IGHT GAUGE METAL FRAMING i�N E C O N T R A C T O R S H A L L B E R E S P O N S I B L E F O R C O O R D I N A T I O N O F A L L W O R K. T H E 28 DAY MAX. MAX. AIR SPECIAL LOCATION PER ARCNITECT. '�'� .� � � �
<br /> ARCH. ARCHITECT(URAL) V-Fi LONG LEG HORIZONTAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE CQORDINAl14N flF THE EXCAVATION, STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND �:
<br /> ASSY ASSEMBLY LLV LONG LEG VERTICAL SHORING AND OTHER WORK WITH ALL U11U71ES AND ADJAGENT PROPERTIES. GALL 7HE �X 3X HEM-Fli2 N0. 2 850 150 405 1300 1.3E6 N o
<br /> B. BOTTOM LSH LONG SLOTTED HQLE(S) U11UTY LOCATE SERVICE PRIOR TO ANY WORK AT 1-8Q0-332-2344. �c (PSI} RATIO (INCHES} (ppZ�tT) REQUlREQ APPLICATION 6'�& IMDER � � ' � � �
<br /> 06190: MAIdUFACTURm Y�OD BEAMS - v
<br /> B Q. B E L O W L T. W 1: L I G H T W E I G H T 0 NO FO MANUFACTURED/ENGINEEREQ WOOD BEAMS SFIALL BE THE SIZE AND TYPE SHOWN ON •� �
<br /> BEN BOUNDARY EDGE NAIUNG LW. UGHT WEIGHT p��pa �E ���� 3500 0.45 4 1 f1 N UN A110N AND STEM WALLS WALL PLATES THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST 4R APPROVED EQUAL STORAGE, Y��� �` � v� �
<br /> B.F. BRACED FRAME 2X4 3X4 HEM-FIR STUD 675 150 405 804 1.2E6 °� W y
<br /> BLDG. BUILDING MAS. MASONRY A L L D E S I G N A N D C O N S T R U C T I O N S H A L L C O N F O R M T O T H 2 O 1 5 N T E R N A T I O N A L B U I L D I N G (G A L C U L A T E Q A T 2 5 0 0 p s i f O R ' E R E C T I O N, A N D I N S T A L L A T I O N S H A L L B E P E R M A N U F A C T[1 R E R S P E C I Fl C A T I O N S. �t i C R O L A M �
<br /> CODE AS ADOPTED BY EVERETT, WASHINGTON. STRENGTN CALCUI.ATIONS� NO SPEqAL AND PARALIAM MEMBERS SHALL NOT HAVE N07CHES � DRILi.ED HOIES WITHOUT PRIOR - o
<br /> BLK. B L O C K M ASN. M A S O N R Y Q � O �, �
<br /> B L K G. B L O C K I N G M A L M A T E R i A L 4 INS�EC11tNVd REQUIRED.) 2X6� 3X6 H E M-FlR N0. 2 8�0 150 405 1300 1,3E6 D�tGINEER 4F RECORD APPROVAL SHOP DRAtMNGS S'�iALL BE SUBMITTED PER THE � �. �
<br /> 0 1 2 0 Q: D E S't t�V L O A D S R E Q U I R E M E N T S O F S E C T I O N 0 1 3 3 Q. D E S I G N M A T E R I A L P R O P E R T I E S S H A LL B E A S F O L L O W S:
<br /> � � d;
<br /> BLW. BELOW MAX. MAXIMUM. UVE LOADS 3p00 0.45 4f1 5t1 NO EXTERIOR B ON ADE,
<br /> B M. BEAM M.B, M ACHINE BOLT ROOF SNO 25 PS� DRIYEWAYS, CURBS� WALKWAYS, `�iSTS _ U � �
<br /> BMU BRICK MASONRY UNIT MBM METAL BU1lDING MANUFACTURER � � 2� 3X HEM FlR N0. 2 850 150 405 1300 1.3E6 MEMBER E (PS7} Fb (PSI) Fcp (PSI) Fv (PSI) � z c�
<br /> FLOORS RESiDENTIAL 40 PSF PATfOS, PORCHES, STEPS D(POSED LVL = MICROLAM 1.9 E6 26Q0 750 285 r ° � . o e�
<br /> BN BOUNDARY NAIUNG MECH. MECHANICAL � � TO WEATHER, AND GARAGE FLOORS. PSL = PARALLAM 2.Q E6 290Q 650 290 ,�„ � °.-,° �
<br /> BNDRY. BOUNDARY M,E,J.MASONRY EXPANSION JOINT �pyy LQAD DESIGN DATA: 250Q 0.54 5t1 Qf1 NQ ALL QTHER CONCRETE
<br /> 8.0. BOTTOM OF MEZZ. MEZZANINE . LEDGERS LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 400
<br /> B.O.E. BOTTOM OF DCCAVATIQN MFR. MANUFACTURER P9 = 20 PSF, Pf = 14 PSF, Ce = 1.Q, Is = 1.0, Ct = 1.0, 2X, 3X D�UGLAS FlR-LARCH N0. 2 900 180 625 1350 1.6E6 LSL RiM = 1.5" TIMBERSTAND RIM BOARD ` " '' : -� �•Ts�`=��-
<br /> ONE COMPRESSION IEST MINiMUM SHALL BE COMPILEQ FOR EVERY 150 CUBIC YARDS OR 4X DOUGtAS FlR-LARC1i NQ. 1 1000 180 825 1500 1.7E6 �--- ,
<br /> B.O.F. BOTTOM OF F0071NG M(N. MINIMUM WIND pESiGN DATA: 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A '
<br /> BRDG. BRIDGE(ING) MtSC. �AISCELLANEOUS TEST SHALL BE THE AVERAGE STRENGIN OF TWO CYLINDERS MADE FROM THE SAME "'~
<br /> BRG. BEARING MTI.. METAL BASIC WINQ .SPEED: 110 MPH (ULT.) - 85 MPD (ASD) SAMPLE AND TESTED AT THE SPECIFlED AGE, ADDITiONAL CYL.INDERS MAY BE MADE FOR � ���` U ,
<br /> BTM. BOTfOM iMND (MPORTANCE FACTOR: Iw = 1.0 BEAMS AND POSTS 06185: PRffA�RECATED PLYV� M�EB J01ST5 ;� .� �
<br /> fNFORMATION REGARDING POST TENSIONING, FORM REM4YAL, STRENGTH DEVELOPMENT. OR ,>�:: , � �;,r-, ;,,��" . 'f
<br /> B'['V�N. BETWEEN (N) NEW WIND EXPOSURE: EXPOSURE B QTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 4X DOUGLAS FlR-LARGH N0. 2 900 180 625 1350 1.6E6 PREfABRiCATED FLYN(OOD WEB JOISTS SHALL BE THE SIZE AND TYPE SHOWN ON THE
<br /> N.LB. NON-LQAQ BEARING TOPOGRAPHlGAL FACTOR: Kzt = 1.Q 6X DOUGIAS FlR-LARCH N0. 1 1200 170 625 1000 1.6E6 DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE,
<br /> INTERNAL PRESSURE COEFFlqENT.: G i - + D.18 1. .NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGIN EREC110N, AND INSTAllAl10N SHALL BE PER MANU�ACTURER SPECIFlCATiOHS. JOIST
<br /> C CAMBER N0. NUMBER �P - f 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTi1lE TESTS DOES NOT fALL FLANGES SHALL NOT BE CUT. DR(LLED HOLES IN WEB SHALL BE PER MANUFACTURER V
<br /> CAMB. CAMBER(ED) N.S. NEAR SIDE COMPONENT/CLADDING iMNp PRESSl1RE: P(C) = 25 PSF 2� BELOW THE SPECIFlED STRENGTH. REQUIREMENTS. SHOP QRAWINGS SHAIl 8E Sl1BMITiE� �ER THE REQUIREMENTS OF �
<br /> CANT. CANTILEVER(ED) N.T.S. NOT TO SCALE CONCRETE N07 MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TEST(NG T E ,�
<br /> ' N.W.G.NORMAL WEtGHT CONCRETE EARTNQUAKE DES�GN DATA: SECTION 01330. DESIGN L4ADING AND DEFLECTION CRITERIA SHALL BE AS FOLLOWS: �
<br /> CF CUBIC FOOT AT NO ADDITtpNAL EXPF..t�iSE TO THE OYVNER. j �,
<br /> C.I.P. CAST IN PLACE SEISMIC IMPORTANCE FACTOR: le = 1.0 06102: FRAMtNG NO'�ES r c�,� .-
<br /> C.J. CONSTRUCTION JOINT O.C. ON CENTER SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.33 S� = 4.505 RESHORING, WHERE REQUIRED. SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMiT FRAMING CONNE�TORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND TOP CHORD UVE LOAD SEE LIVE LOADS IN SECTION 0120U ,� � �
<br /> O.D. OUTSIDE DIAMETER SITE CLASS: SITE CLASS E DETAILS SHALL B� AS MANUFACTURED BY SIMPSON STRONG-11E. EQUIVAL.EWT HARDWARE TOP CHORD DEAD LOAD 12 PSF a,� �
<br /> CL GENTER LINE PRQPOSED RESHORtNG PLANS TO THE ENGINEER OF RECORD FOR REVIEW. BOTTOM CHORD DEAd LOAD 6 PSF � � a �
<br /> CLG. CEILING O.F. �UT51DE FACE (ASCE 7 2Q.3.1 EXCEP110N ME'f) MAY BE USED WITH PRIOR APPROVAt BY ENGINEER OF RECORD. INSTALL ALL HARDWARE o
<br /> CLR. CLEAR O.H. OPPOSITE HAND SPECTRAL RESPONSE CQEFFIqENTS: SDS = 0.798 SD1 = 0.808 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT p� MANUFACTUREf�S' SPEGFlCATIONS. WFiERE STRAPS CONNECT 1W0 MEMBERS MECHANICAL LOAQS SEE MECHANiCAL PLANS �Q � �
<br /> COL COLUMN OPNG. OPENING SEISMIC DESIGN CATEGORY SEISMIC DESIGN CA7EGORY D SPECIFlED BY THE ARCHITECT. TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACN MEMBER. PROVIQE UVE LOAD DEF(.ECTION L/480 �,?,�.�, $�
<br /> CONC. CONCRETE 4PP. OPPOSITE BASIC FORCE RESISI1NG SYSTEMI: BEARING WALL SYSTEM SOUD BLOCKiNG AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER �
<br /> CONN. CaNNEC710N ORNT. ORIENTATE(ION) DESIGN BASE SHEAR: Cs = 0.123 W 03100: REINFORt�NNG STEEL REQUIREMENTS AT TREATID LUMBER. TYPIGAL NAtUNG NQT SHOiNN PER P DETAIL, OR �
<br /> CONST. CQNSTRUC110N OSB ORfENTED �TRAND BOARD RESPONSE MODIFlCAl10N FACTOR: R = 6.5 (Li�tiT-FRAME WALLS) R F NG STEEL DETAILING, FABRICAl10N, ANII PLACEMENT SHALL BE PER Aq SCHEDULE SHAtl CONFORM TO FASTENING SCHEDULE PER I8C TABLE 23 4.10.1 R TO
<br /> CONT. CONTINUOS O.W.J. OPEN WEB JOIST ANALI'S1S PROCEDURE: EQUIVALENT LATERAL FORCE Q3 -14. ONFORqNG STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: THE FASTENING SCHEDULE �N SHEET Si.1. Q �
<br /> �,��. COUNTERSINK 0 BEAR1NG WALL STUD SCHEDULE
<br /> PAR. PARALLEL ASTM A-615 DffORMED BARS GRADE 40 40 KSI FOR BARS QNLY NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS cc cc �r, o
<br /> CTR. CENTER(EDj 01300: GEOTECHP�ICAL IN�ORMATION fY= ) � .- �- ._ �
<br /> CY CUBIC YARD P/C PRECAST EARTHWORK AND FOUNDAl10NS ARE TO BE CQNSISTENT 1MTH THE GEQTECHNICAL ASTM A-615 DffORMED BARS GRAQE 60 (fy=60 KSI) FOR �4 BARS AND LARGER FQLL0INS: � � � �., � N �,,�
<br /> ASTM A-706 DEFORMED BARS GRADE 60 SN� �� Q � � '� o r�i �'
<br /> PEN PANEL ED(� NAIL ENGINEERfNG RECOMMENDATIONS. A�! FOUNDA710NS ARE T� BE FOUNDED ON (fjr--60 KSI) FOR ALL WELDABLE BARS WALL TYPE tOCA�ION PLATE SIZE A � � �''� � N
<br /> PERP. PERPENDICULAR COMPETENT NATIVE MATERIAL OR SY OTHER M�ANS AS DEFlNED BY R LICENSED ASTM A-185 SMOOTH BAR NAIL SIZE DIAMETER LENGTH AND SPACING m �' a � � �
<br /> d PENNY(NAILSj (fj�60 KSI) FOR WELDED WIRE FABRIC
<br /> 0 o r- r- N� .-
<br /> PL PLATE GEOTECHNICAL ENGINEER. 8d 0.131" 2.5�
<br /> DB DROPPED BEAM „ „ D(lEftiOR TYPICAL U.N.O. 2 X 6 2 X 6 � 16'
<br /> OBA DEFORMED BAR ANCHURS P� PROPERTY LINE REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC O�R lOd 0.148 3.0 . P� � w �
<br /> DBL DOUBLE PW P�N CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WI1N THE FOLLOWING PARAMETERS FlBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPL.ICES PER THE LAP SPLICE 12d 0.148" 3.25" d p
<br /> DCW DEMAND CRITICAL WELD P�BG. PLUMBING PER GEOTECHNiCAL REP�ZT �OLYGQN-127-01 DATED AUGUST 12� 2015 BY GEODESIG SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS 16d 0.162" 3.5" CRAVlL SPACE TYPICAL 2 X 4 2 X 4 � 16" � `�' "
<br /> DEPT. DEPARTMENT P L Y W D. PL Y WOOD i N C: SHALL BE CONTlNUOUS AROUND CORNERS ELSE C4RNER BARS SHALL BE PROVfDED. o
<br /> DET. DETAIL PSF POUNDS PER SQUARE FOOT ALLOWABLE BEARING PRESSURE 2000 PSF UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLAIVS, ANCHOR BOLTS AT INiERIQR TYPICAL U.N.O. 2 X 4 2 X 4 � 16" w �
<br /> DF DOUGLAS FlR PSE POUNDS PER SQUARE 1NCH ACTIVE EARTH PRESSURE (YEILDING) 35 PCF COVER REQUIREMENTS SHALL. BE AS FOLLOWS UNLESS NOTED QTHERWISE SILL PLATES SHALL BE 5�8" DIAMETER WITH 7" MINIMUM ENIBEDMENT INTO CONCRETE PER PLAN a o
<br /> DIA. DIAMETER P•T. PRESERVATIVE TREATED ACTIVE EARTH PRESSURE (AT-REST) 55 PCF AND SHALL BE SPACEQ NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM � o
<br /> DIA�. DIAGONAL PT POST TENSION(ED) PASSIVE EARTN PRESSURE 300 PCF CONCRETE CAST AGAINST EARTH 4F TWO BOLTS PER SILL PIECE iMTH ONE BOLT LOCATED NOT MORE TNAN 12" NOR LESS z '-
<br /> DIAPH. DIAPHRAGM COEFFlCIENT OF FRiC�ION 0.30 ALL BAR SIZES . . . . . . . . . . . . . . 3" THAN 4.5" FROM EACH END OF 1NE PIECE. A 3"X3"X0.229" PLATE WASHER SHALL BE BEARiNG 1RALL NOTES: o = H
<br /> DIM. DIMENSION Qn Q��11n SOIL PROFlLE giTE C�ASS E FORMED SURFACE EXPOSED TO EARTH OR WEATHER , 1. SEE SHEAR WALL SqiEDULE SHEET SL1 FOR W.4LL SHEATNING, BLOCKING� AND PLATE n � �
<br /> PROVIDED FOR ALL ANCHQR BOLTS (DQ NOT COUI�TER-SINK PLATE WASHER$). A 13/16 NAIUNG. j �o a
<br /> DN. DOWN �6 AND LARGER . . . . . . . . . . . . . . 2" X 1 3/4° DIAGONAL SLOTTED HOl.E IN THE 3" X 3" PLAiE WASHER IS ALLOWED WITFf A � �
<br /> DP.� p�p�R��� R. RADIUS ALL FOUNDAl10N INSTALLA710NS ARE SUB T TO APPROVAI.. OF THE LOCAL BUILDING �5 AND SMALLER . . . . . . . . 1 1/2' STANDARp CUT WASHER. 2. SEE SAWN LUMBER STRUGTURAL NOTES THIS SHEET FOR SPEqES & GRADE QF WALL � J 3
<br /> RAD. RADIUS INSPECTOR OR A UCENSED GEOTECHNICAL ENGINEER. CONCRETE NOT EXPOSED TO�EARTH�QR WEATHER PLATES AND STUDS. N z ¢ �
<br /> RE REFERENCE ..
<br /> D.S. DRAG STRUT • WALLS AND JOISTS z
<br /> DWG. DRAWING(S) R� R��� �14 AND �18 BARS . . . . . . . . . . 1 1/2" 06103: JO1ST AND BEAM HANGERS » , � N � � A
<br /> DWL DOWEL S REINF. REINFORCEMENT(ING) 01330: SHf�' ORAI��IG SU�u49TTAl. PRO� p JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY 3. SECURE SIIl PLATES TO CONCRETE 1M1H 5/8 DIA. ANCHE� BOL.TS AT 48 �.C. TYP. a 5 °- m �
<br /> ( ) �11 BARS AND SMALL.ER < . . . . < . . , 3/4 UNLESS NOTED OTHERWISE. REFER T4 THE SHEAR WALL Sf;FiEDULE S7-IEET S1.1 FOR a � �'
<br /> REQ. REQUIRED SHOP DRAWINGS ARE TO BE SUBM{TTED TO THE ARCHITECT AN ENGINEER OF RECORD SLABS AND �ISTS SIMPSON SiRONG-11E. EQUIVALENT HARDWARE MAY BE USEp 4�ITH PRtQR APPROVAL BY = z �
<br /> R.F. RIGID Fl2AME FOR APPROVAL PRIOR TO FAQRICATION. IF SHQP DRAIMNGS DIFFER FRflM THE APPROVED ENGINEER OF RECORa. JOIST AND BEAM HANGERS SHALL BE INSTALLEQ PER AQDITIONAL INFORMATION. � f-
<br /> (E) EXISIING �14 AND �18 BARS . . . . . . . .. . . 1 1/2' o � S � 3
<br /> R.O. ROUGH OPENING DESIGN DRAWINGS, NEW DESIGN DRAWINGS_ BEARING THE SEAL AND SIGNATURE OF A . MANUFACTURERS' SPEqFlCAT1QNS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE
<br /> �'' �� R.S. ROUG{-1 SAWIV UCENSED STATE OF WASHINGTON STRUCTURAL ENGINEER SHALL BE SUBMlTTED ALONG �11 BARS AND SMALLER . . . . , . . . 1 PER PLANS OR DEFAILS• 4. SEE DETAIL 5/S9.0 FOR TOP PLATE SPUCE. � � � a �
<br /> E.E. EACH END BEAMS, COLUMNS • x
<br /> E.F. EACH FACE WITH TH E S H O P D R A W I N G S T O T H E B U I L D I N G O F F I q A L F O R R P P R O V A L P R I O R T O PRIMARY REINFORCEMENT . . . . . . . 1 1 2" 5. EXTERIOR WALLS AT VAULTED AREAS ARE TO BE BALLOON FRAMED. o z
<br /> EJ. EXPANSION JOINT SCH. SCHEDULE FABRICAl10N. � MEMBER SIZE HANGER .
<br /> TIES, STIRRUPS, AND SPIRAl.S . . . . 1 1 z d- M N w
<br /> EL ELEVATtON SCL STRUCTURAL COMPOSITE WOOD �2� SAWN tUMBER "U" SERIES TO MATGH LUMBER SIZE 6. FOUNDATION CRiPPLE WALLS SHALL BE FRAMEE? OF STUDS OF SAME �IZE AS STU�S
<br /> SCHED. SGHEDULE SHOP DRAIMNGS ARE REQUtRFD FOR FOR PREFABRICATED WOOD TRUSSES. REINFORCING STEEI SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED tN PLACE ,. ABOVE. WHERE HEIGHT OF STUD DCCEEDS 4 FEET. CONTAGT ENaNEEf2 FOR PROPER STUD
<br /> ELEV. ELEVATOR 3.125" WIDE GLULAM BEAt� HGUS3.25�10
<br /> �T' �� 5,125 WIDE GLULAM BEAM HGUS5.25/10
<br /> EMBD. EEfu11BED(MENl� SIM. SIMILAR CALCULATIONS BEARING THE SEAI, ANQ S�GNATURE OF A UCENSED STATE OF OREGON PRIOR TO �ONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FlELD BENT EXCEPT �ZE AND SPAqNG. PROYIDE SHEATHING, NAIUNG, AND MUDSILL ANCHORAGE AS SPECIFlED
<br /> EN EQGE NAIL g.�, SHRINICAGE CONTROL JQINT � STRUCTURAL ENGINEER SHALL BE SUBMITiED ALONG WiTH THE SHQP DRAWINGS FQR �1S NOTED !N THE DESIGN DRAWINGS. WELDING OF REINFORCING STEEL. SHALL NOT BE 6.75" WIpE q..ULAM BEAM HGUS6,88/10 FOR WALL ABOVE.
<br /> ENG. ENqNEER �(W. SKEW(ED) PREFABRICATED PLATED WOOD TRUSSES. PERMITTED WfTHOUT PRIOR APPROVAL OF THE ENt�NEER OF RECORD EXCEPT AS NOTED $.75" WIDE GLULAM BEAM HGU9.00-SDS
<br /> EQ. EQUAL S.O.G. SLAB ON GRADE ON THE DESIGN ORAWINGS.
<br /> EQPT. EQUIPMENT '-_.
<br /> E.W. EACH WAY �C. SPACE(S) (IN6) 01400: INSRECTitMlS AND S'F'EqAt, IN�'ECTIQNS MANUFACTURED WOOD "I" JOIST "IUS" SERIES TO MATCH "I' JOIST SIZE Q R OU GH FR AM I N G N AI LI N G SCH ED U LE
<br /> SFEC. SPEqFlCAT10N S THE CONTRACTOR SHALL BE RESPONSiBLE TO COORDINATE ALL INSRECTI4NS REQUIRED 1.75a WIDE PSL OR LVL BFJ�M "LBV" SERIES TO MATCH DEPTH
<br /> EXP. D(PANSION � � �6Q71: PRE:�RVAT11tE TREATID MlOOp PRODUCTS 2.69" WIDE PSL BEAM "LBY' SERIES TO MATCH DEPTH
<br /> EXST. EXISTING SQ. � SQUARE BY THE LOCAL BUILDING DEPARTMENT. PRESERVAl1VE TREATED 1NQOD SHALL BE REQUIRED FOR ALL WOOD THA� FORMS THE ROUGH FRA�lIdG N�G �DtA.E
<br /> p� ���� STD. STANDARD STRUCTURAL SUPPORT OF THE BUILDING, BAl.CONIES PORCHES, OR SIMILAR RERMANENT 3.5" 1MDE PSL OR LVL BEAM "GLTV" SERIES TO MATGH DEPTH ' (IN L�t1 OF �C TA�l.E •�a�
<br /> STGR. STAGGER SPECIAL INSPEG110NS ARE NOT REQUIRED FOR GRQUP R-3 OCCUPANCIES UNLESS 5,25' iMDE PSL OR LVL BEAM "GLN' SERIES TO MATCH DEPTH Q
<br /> BUILDING APPlJRTUNENCES THAT ARE EXPOSED TO THE WEATHER WITH{?UT ADEQUATE CONNEC110N FASTENIN6
<br /> FAB. FABRICATION S11FF• STIFFENER(S) OTHERWISE REQUIRED BY THE BUILDING OFFlCIAL PROTECTION FROM A ROOF, EAYE, OVERHANG OR OTHER GOVERING TO PREVENT 7" WIDE PSL BEAM "HGLN" SERIES TQ MAT(�1 DERTH 1, d01ST TO SILL OR GIRDER (3) 0.131w X 3w TOENAILS
<br /> FB FLUSH BEAM ST1R. STIRRUP(S) ��: ���� �VA,�� MOISTURE OR WATER ACCUMULATfON AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS. ��� ���KAGE OF WOOD FRAMING 2 BRIDqNG TO �ST (3) O.t31 X 3 TOENAIIS EA. ENO
<br /> FDN. FOUNDATiON S�- ��- STRUCTURAL OBSERVAl10N tS NOT REQUIRED. SHRINKAGE IN WOOD FRAMING lS DUE TO LQSS OF MOISIURE CONTENT AND TO 3. 1X6 OR LESS S�16FLR, TO JST.. (2) 0.131" X 25' FACE NAIL
<br /> F.F. FlNISH FLOOR STRUC. STRUCTURAL ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRElE OR
<br /> FlN. FlNISH(ED) STRUCT. STRUCTURAL MASONRY FOUNDAT{ON WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. CQMPRESSION �F ASSEMBLIES OF WOQD COMPONENTS. PLUMBING, k1ECTRICAI, AND 4. WIDER THAN 1X6 SUBFLR. TO JST. (3) 0.131" X 2.5" FACE NAII
<br /> ' FLG. FLANGE SUSP, SUSPENDED(TION) �'w� ��N ��� RE��� MECHANICAL SYSTEMS AS WELL AS EXTERlOR FlNISHES SHALL BE DESIGNED AND BUILT 5. 2" SUBFl.00R TO JST./qRDER (2) 0.161" X 3.5' BLIND dc FACE NAIL
<br /> FLR. FLOOR SYMM. SYMMETRICAL TME ��n ASSURANCE PLAN SHALL BE TQ VERIFY THAT THE SPECiAL INSPECTiONS ppSTS OR COIUMNS SUPPORIING PERMANENT STRUCTURES AND SUPPORTED BY A TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE. THE USE OF KIW DRIED 6. SOLE PLATE TO JST. � BLKG. 0.131' X 3" AT 8" O.C. TYP. FACE NAIL
<br /> FlV FlELD (FACE) NAIL NOTED IN SECTtON 01400 AND THE STRUCTURAL OBSERVATIQN NOTED IN SEC110N 01401 ��� �qB OR FOOIING THAT 1S !N DIRECT CONTACT WITH TNE EARTH. EXCEPT; LUMBER AND PROVIDING A DRYING PRQCESS TO THE FRAMiNG MEMBERS PRIQR TO " " 'AT BRACED WALL PANEL (4) O.i31" X 3' AT 16' O.C. FACE NAIL
<br /> HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED IN Sl1CH SECTIONS 7. TOP PLA1E TO STIfD 3 0.431' X 3' END NAIL
<br /> F.O. FlNISHED OPENING T. TOP APPUCATION OF FlNISHES WlLI HELP CQNTROL BUT 1MLL NOT EIJMINATE SHRINKAGE.
<br /> HAS BEEN PROVIDED. � �
<br /> F.O.G. FACE OF CONCRETE T.&B. TOP AND BOTTOM 1. If IOCATED IN BASEMENTS ON A CQNCRETE PIER OR METAL PEDESTAL 1 INCH 8. STUD TO SOLE PU1TE (4) 0.131" X 3" T�PIAIL
<br /> F.O.MI. FACE OF MASONRY 1EMP. TEMPORARY ABOVE THE SLA� AND SEPARATED TFfEREfROM BY AN 1MPERVIQUS MOISTURE �160� Y�OOD SHEATH9NG
<br /> QUAUTY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGFtT WOOD FRAMING (�) (3) 0.131' X 3' END NAII
<br /> F.O.S. FACE OF STUD T.&G. TQNGUE AND GROOVE yU17}� DES�GN SPECTRAL RESPONSE AT �-IORT PERIODS, Sds, NOT IXCEEDING 0.50g. ��RIER. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 9. DOUBLE S1UDS Q.131" X 3" AT 8' O.C. FACE NAIL
<br /> F.O.W. FACE OF WALL THK. THICK(NESS) AMERICAN PLYWOOD ASSOGAT(ON. W000 SHEATHING PANELS SHAl1 BE C-D INT APA 10. DOUBLE TQP PLATES 0.131" X 3' AT 8' Q.0 TYP. FACE NAIL
<br /> FRM. FRAME(ING) THRD. THREADED 2. IF lN AN ENCtOSEQ CRAWL SPACE OR AN UNEXCAVATED AREA VNTHIN THE yH-M EXTER�pR GLUE
<br /> QUAUTY ASSURANCE PLAN IS NOT REQUiRED FOR 1MND EXPOSURE B WHERE �ASIC IMND (CDX). ORIENTED STRAND BOARD {OSB} PANELS SHAIl BE D�16LE TOP PLATE LAP S�LJCE
<br /> F.S. FAR SIDE TN TOf NAIL BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE (2Q) 0.131' X 3' fACE NNLS
<br /> SPEED IS LESS THAN 12Q MPH. EXPOSURE 1. PANELS SHALL HAVE THE fOLLOWING THICKNESS SPAN RATiNG, AND (31 0.131 X 3' TOENAILS
<br /> THAN 8 INCNES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN ' 11. J(NST/RAFTER BCKG. TO PLATE
<br /> fT. FEET{F00� T.O.S. TOP OF SHEATHfNG(SLAB� FASTENIN� UNLESS NOTED QTHERWISE PER PLAN:
<br /> T.O.W. TOP OF WALL t M P E R V I O U S M O I S T U R E B A R R l E R. �� Fl� 1 2 R I M �1 S T T O T O P P L A T E 0.1 3 1 X 3" A T 6' Q.C. T O E N A I I -E-�
<br /> FRTW F1RE RETARDANT TREAZED Y6'� SUMMARY: A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS NAILS NAILS 13• TOP PLATE LAP INTERRSEC110NS (3) 0.131' X 3" FACE NAIL � �i
<br /> FTG. FOOTING TRANSV. TRANSVERSE STRUCTUR�. 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN . . . 14. DOUBLE 2X JOIST/HEADER 0.131 X 3 AT 12 FACE NAIL EA. EDGE O
<br /> T.O.S.. TOP OF STEEL ROOF: 7/16 40/20 C-D APA CDX T&G Sd AT 6 8d AT 12
<br /> GA. GAUGE �• 1�'�C�- IMPERVIQUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. . . . 15. CE(LING JOISTS TO PLATE 5
<br /> ��� ��1� ��11�� FL(?OR: 3/4 APA RATED STtJRD-I-FLOOR OSB 40/2Q T&G 10d AT 6 10d AT 12 O 0.131" X 3" TOENAII �
<br /> GALV. GALVANIZE(D) U.N.O. UNLESS NOTED OTHERWISE INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUlRED PER All LOCAL 4. LEDGERS AND FURRING ATfACHED DIRECiLY TO 7'HE INTERIOR OF EXTERIOR SHEARWALL• 7/16" C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET S1.1 16. CONTINUOUS HEADER TO STUD (4) 0.131' X 3" TOENAILS '� �..i �
<br /> GB. GRADE BEAM CODES. 17. CLG. J,S7: LAP AT PARTI110NIS (4) 0.131 X 3" FACE NAIL O � �
<br /> GLB GLUE LAMINATED BEAM U/S UNDERSIDE CONCRETE OR MASONRY WALLS BELOW GRADE „ ,
<br /> ALL ROOF AND FLOOR SHEATHING PANELS SNALL BE INSTALLED FACE GRAiN 18. CLG. JST. TO PARALLEL RAF�ER (4} 0.131 X 3 FACE NAIL
<br /> GRWB� GYPSUM WALLBOARQ � VERTICAL PRESERVAl1VE �REATMENT SNAIl 8E PER AMERfCAN YVOOD PRESERVERS' ASSOCIATION P�P�DICULAR TO SUPPORTS AND IN A STAGGEREQ PA�TERN UNLESS NOTED OTHERi�lSE 19. RAFTER TQ PLATE (3j Q.131" X 3" TOENAIL � '�"'{ � �
<br /> PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF S'FiEATHING JOINTS SHAIl NOT 20. 1X BRACE TO EA. SND dc PLATE 2 01 " " I�""�
<br /> GYP. GYPCRETE VERT VERTICAL �� � ��C11� (AWi'A) SPECIFlCATION C2 ANa C9 OR APP�CABL.E STANDARDS. BE REQUIRED UNLESS NOTED QTHERWISE PER PLAN. SHEARWAtL SHEATHlNG SHALL BE 21. 1X8 OR LESS SHTG. TO EA. BRG � � ' 31 X 3 FACE NNL
<br /> � VIF VERIFY IN FlQD ALL SITE CONSTRUC110N SHALL BE CONSISTENT WITN THE GEOTECHNICAL ENGINEERING BLOCKED AT ALL EDGES WI1H 2X OR 3X FRAMING RER SHEARWALL SCHEDULE (2) 0.131� X 3� FAt� NAIL �� � �
<br /> H. HORIZONTAL RECOMMENDATIONS AS NOTED IN 1HE GEOTECHNiCAL EN(�NEERING REPORT (SEE SECTION Atl FASTENERS (NAtLS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) !N CONTACT 22WIDER THAN �X8 SHTG. TO BRG. (3� 0.131 X 3 FACE NAIL � � � v�
<br /> HD HOLDOWN W. WIDE(W{D7H) 01300} ANp IN SUBSE(K1EtdT DIRECIIVES. WITH TREATED LUMBER SNALL BE CORROSION RESISTANT G-485 HOT DIPPED GALVANIZED 23.BUILT-UP CORNER SNDS (3) 0.131' X 3' AT 16' O.C. FACE NAIL �
<br /> H.D.G. HOT DIPPED GRLVANIZED W/ 1MTH PER ASTM A153 OFt STAtNLESS STEEL. 24.BUILT-UP GIRDERS AND BEAMS 0.131' X 3' AT 12' EA EDi� STAGGQtED �
<br /> HDR. HEADER VY/p 1MTHOUT ��� ��►V A T 1 0 f+1 S U P P�t T A N D P R O T E C T i O N �1 7 6: M E T A L P L A T E G O t+I N E C T E D Y�O Q D 1 R U S S E S � � .�
<br /> H G R. H A N G E R WD. WOOD E X C A V A T I O N �O R F O U N D A T I O N S S H A L L 8 E P E R P L A N D O W N T O U N D I S T U R B E D N A T I V E P R E M A N U F A C T U R E D P L A T E D W O O D T R U S S E S S H A L L B E M A N U F A C T U R E R D E S I G N E D A N D � .� � O
<br /> H O R Z H O R I Z O N T A L W.M.S. W E L D E D H E A D E D S T U D S MATERIA� PER THE GEOTECHNICAL E NGINE�RING RECOMMEN D A l 1 0 N S. O V E R-E X C A V A T E D S H A L L C O M P I Y i M T H T H E T R U S S P L A T E I N S T I T 1 J T E (A N S I/T P I 1-2 0 Q 2, N A T I O N A L D E S I G N � `r�
<br /> HORIZ. H4RIZONTAL W.P. WORK POINT AREAS SHALL BE BACKFlLLED 1MTH LEAN CONCRETE OR PER GE�TECHNICAL �TANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION} AND OSSC � S T�R l�C T U R A L D R A W I N G L f S T v � � �
<br /> RECOMMEMDATIONS AT THE CONTRACTOR'S EXPENSE. SEC110N 2303.4. SHQP DRAWINGS AND CAtCU TIONS SNALL BE SUBM a �
<br /> HR HEADER W.S. WELDED STUD LA ITTED PER THE ^ �
<br /> H.S.B. HIGH STRENGTi-I BOLT WT. WEIGHT REQUIREMENTS QF SECTION 01330. DESIGN FOR THE SPANS AND CONDI710NS SHQWN QN r� $�' p
<br /> HT. HEIGHT W.W.F. WELDED WlRE FABRIC DCCAVATION SLOPES SHALL BE SAFE AND SNALL NOT BE GREATER THAN THE UMiTS THE PU1NS, LOADS PER SECT1pN 01200, AND TNE FOLLOWING: �1EET D�PT10N DATE CC3 � b.A
<br /> SPECIFlED BY LOCAL, STATE, AND NAl10NAL SAFETY REGULAiiONS. ROOF .� � � �
<br /> I.D. INSIDE DIAMETER X-STG EXTRA STRONG TOP CHORD UVE LOAD SEE SECT1pN 01200 S1.0 SIRUCTURAL NOTES 19/06/14 T^ � w �p
<br /> INSTALLAl10N QF GONSTRUCTION SHORING, IF REQUIRED. SHALL BE PER THE SHORING TOP CHORD DEAD LOAD 10 PSF S1.1 SHEARWALL SCHEDUi.E AND DETNLS 11 O6 14 V 1
<br /> I.E 1NVERT ELEVATION XX-STG DOUBLE EXTRA STRONG D R A W I N G S, N O T E S, A N D S P E C I Fl C A T 1 0 N S. T O P C H O R D D R A G L O A D S E E P L A N ! �
<br /> . I.F. I N S I D E F A C E S1.2 HOLDOWN SCHEDULE AND DETAILS 11/06/14
<br /> YD YARD TOP CHORD NET WIND UPUFT 7 PSF (NET)
<br /> 02300: BAqCFlLL AND COMPACTION BOTTOM CHORD DEAD LOAD 5 PSF 56.0 TYPIGAL fOUNDATION RETAILS 11/O6/14
<br /> BACKFlLL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY HVAC SEE MECHANICAL S6.1 MISCELLANEOUS DETAILS 11/O6/14
<br /> � DEBRIS. BACKFlLL BEHIND ALL WAl1S SHALL NOT BE PtACED UNTIL THE WALLS ARE_ L1VE LOAD DEfLECT10N L/360 S6.2 TYPfCAL BASEMENT DETAILS 11/06/14
<br /> PROPERLY St1PPORTED. ALL BAGCFlLL MATERIAL AND PLACEIuIENT PROCEDURES St-IAtl BE
<br /> CONSISTENT WITH THE GEOTECHNICAL ENGINEER(NG RECOMMENDATIONS.
<br /> S9.0 TYPICAL FLOOR FRAMiNG DETAILS �1/06l{� +
<br /> S9.1 TYPICAL ROOF fRAMING DETAILS 11/06/14
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