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} 0 ABBREVIATIONS 2
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<br /> STRUGTURAL NOTES
<br /> � AND IN. INCHE(S) 01000: GEi�IERAL l�t1UIREMENTS 06100: ROUGH FRAI�1fNG
<br /> � AT 06185 STRUC'NRAL GLUED LAMINATED 71�R �
<br /> 1NF0. INFORMATION TNE STRUC7URAL N6TES SUPPLEMENT THE PLANS AND SPECIFlCAl10NS. ANY CONCRETE CONS'�RUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD Aq � SAWN LUMBER SHALL C(JNFORM TO WEST COAST LUMBER INSPEC110N BUREAU (WCtJB) GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSIITUTE OF TIMBER CONSTRUCTION �
<br /> ' FEET(F001� INT. lNTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES� , , • „ �
<br /> . � INCH INCHES SPEqFlCA710NS SITE CONDITtONS 318-14 BUILDING GODE REt�tJIREMENTS FOR STRUCTURAL CONCRETE", GRADING AND DRESSING RULES° N0. 17 LATEST EDI110N. SAWN �.lJMBER SHALL BE S4S (AITC) IDENTIFlCATION MARK. EXPOSED MEMBERS SHALL RECQVE ONE C�AT OF END rn
<br /> t � AND ARCHIiECTURAL PLANS SHALL BE REPORTED TQ 1NE ARCHITECT WHO SHALL AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT.
<br /> PROTECT LUMBER SEALER APPLlEp IMMEDIATEL.Y AFTER TRIMMING IN Ef1NER SHOP OR FlELD. SHOP
<br /> � POUND S}, NUMBER +1ST JOIST CORRECT THE DISCREPANCY IN WRITlNG. ANY WORK COMPLE�ED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO tBC SEC110N 1903 & 1904. ADMIXTURES SHALL BE FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MININIIZE DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SEGTION 01330. DESIGN �
<br /> = EQUAL(S) � ��NT TNE DISCREPANCY SHALL BE DONE AT 1NE CONTRACTOR'S RISK. REFER TO APPRQVED BY THE ENqNEER OF RECORD. THE USE OF WATER SOLUBLE CHLORIDE ION �IALL NOT BE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TD WEATHER OR IN CONTACT 1MTH MATERIAL PROPERTIES SHAtl BE AS FOLLOWS:
<br /> / �� ARCHITEGTURAL PLANS FOR OPENINGS, ARCHITECTURRL TREATNtENTS, AND DIM£NSIONS USED. ' , �
<br /> K KIPS{1000� NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. CONCRETE OR MASONRY SMALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMB�R ,�
<br /> '':.�� U :�
<br /> A.B, ANCHOR BOLT T1iE CONTRACTOR SHALL SUBMIT �fIX DESiGNS TO ENqNEER OF RE(�RD F� APPROVAL FOUR WEEI(S �'ECIES, GRADE, AND PROPERIIES FOR EACH USE/LOCAl10N SHALL BE AS FOLL4INS USE COMBINATION SYMBOL SPEqES CAMBER r, Z �
<br /> U.N.O. PER PLAN/SCHEDULE: SIMPLE SPAN BEAM 24F-V4 pF/pF STANDARD �; - � �
<br /> ABV. ABOVE �� LAiERAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPP�RT REQUIRED FOR "tEMPORARY PRI4R TO PLAqNG CQNCRETE. NtX DE�GNS SHALL BE RENIEWED F� C�VFORMANCE TO IBC Fh Fv Fcp Fc E CONTINUOUS BEAM 24F-V8 DF F ZERO v
<br /> ADD. ADDITIONAL LB. POUND(S� CONSTRUCTION LOADS AND FOR STRUCTURAL COMPQN�NTS AS REQUIRED DURING SEC110NS t9Q4 AND i905. ,�D
<br /> ADJ. ADJACENT LB. LAG BOLT(S} ERECTION. BACKFlLL BEHIND HiIALLS SHALR NOT BE PLACED UNTiL THE WALLS ARE USf/�OCAl10N SPECIES GRADE (PSQ (PSQ (PSI} (PSI) (pSI) CANTlLEVER BEAM 24F-V8 DF/DF ZERO ��` � a�
<br /> ALUM. ALUMINUM LG. LONG(ITUDINAL) PROPERLY SUPPORTED. CONCRETE MiX QESIGNS SHALL I�EET THE FOLLOWING R�QUIREIu4ENTS: 4 WALL SiUDS/BLOCKING
<br /> o �
<br /> 2X, 3X HEM-FlR STUD 675 150 405 800 1.2E6 UNEXPQSED GLUED-LAMINATEQ TIMBER SHALL BE INDUSTRIAL GRADE TYPICAL, UNiESS � "'� � �
<br /> ALT. �4LTERNATE LGTH. LENGTH NOTED OTHERWISE. EXPOSED GLUED LAMINATED 11MBER SHALL BE APPEARANCE CLASS .°�' `�
<br /> APPRX. APPROXIMATE(LY} LGMF UGHT GAUGE METAL FRAMING THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATlQN OF ALL WORK. THE 28 DAY MIAX. MAX. AIR SREGIAL LOCATION 4g WIDE � � �
<br /> ARCH. ARCHITECT{URAL) LLH LQNG LEG HORIZONTAL CONIRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION pF THE EXCAVA710N, STRENGTH W/C SLUMP ENTRAINMENT INSPEC110N AND PER ARCHITECT. �'��
<br /> ASSY ASSEMBLY LLV L.ONG LEG VERTiCAL SHORING, AND 4THER WORK VVt�TN ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE fc (PSQ RA710 (INCHES} (PERCENT� REQUIRED APPl1CAT10N 2X, 3X HEM-FlR N0. 2 850 150 405 1300 1.3E6 � � o
<br /> B. BOTTOM LSH LONG S"LOT�ED HOLE(S} UTIUTY LOCA�E SERVlCE PRIOR TO APlY WORK AT 1-800-332-2344. 6 & WIDER �
<br /> �190: MANUFAGTURED �n�OD BEAt�S ,���,,,,�„�, � � �
<br /> B E L B E L O W L T.�W T. U G HT WEIGHT NO FO W� P�.�S M A N U F A C T U R E D�E N q N E E R E D W O O D B F J I M S S HALL BE THE SIZE AND TYPE SHOWN ON .� �
<br /> , B E N B O U N D A R Y E D G E N A I L I N G L W. U G H T W E I G H T ���. �� ����� 3500 0.45 4 1 t1 N UN A110N AND STEM W A L L S T N E D R A W I N G S A S M A N U F A C T U R E D B Y T R U S-J O IST OR APPROVED EQUAL.. STORA6E '' � � .�.
<br /> B.F. B R A C E D F R A I�E 2 X 4, 3 X 4 HEM-FlR STUD 675 150 405 8�0 1.2E6 . ���; �,,� �
<br /> BLDG. BUILDING MAS. MASONRY � DESIGN AND CONSTRUCTION SHALL CONFORM TO TH 2O15 NTERNATIONAL BUILDING (CALCULATED AT 2500psi FOR ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATiONS. MICROLAM
<br /> CODE AS ADOPTED BY EVERETT, WASHINGTON. STRENG1ii CAICULAl10NS, NO SPEqAL '��' � `''
<br /> BLK. BLOCK MASN. MASONRY 4� AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHQUT PRi� - o
<br /> BLKG. BLOCKING MAT MATERIAL �2�, �� ���S a lNSPEC110N REQUtRED.) 2X6, 3X6 HEM-FlR N0. 2 850 150 405 13d0 1.3E6 ENGINEER OF RECORD APPRQVAL SHOP DRAWINGS SHALL BE SUBMITTED PER THE � � �
<br /> BLW. BELOW MAX. MAXIMUM UVE LOADS 3000 0.45 4f1 5t1 NO EXTERIQR S ON RADE, REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLO1MS: � ,� �r
<br /> 8M. BEAM M.B. MACHINE BOLT JOISTS U � �
<br /> BMU BRICK MASONRY UNIT MBM METAL BtJlLD1NG MANUFACTURER ROOF (SNOVIi� 25 PSF DRIVEWAYS, CURBS� WALKWAYS, 2X, 3X HEM-FlR N0. 2 850 150 405 1300 1.3E6 ��8� E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI� � z �
<br /> BN BOUNDARY NAILING MECH. MECHANICAL FLOORS (RESIDENT1At) 40 PSF PATIOS, PORCHES� STEPS EXPOSED LVL = MICROLAM 1.9 E6 2600 750 285 i- o co
<br /> BNDRY. BOUNDARY M.E.J.MASONRY EXPANSION JOINT TO WEATHER, AND GARAGE FLOORS. PSL = PARALLAM 2.0 E6 2900 65Q 290 � � � �
<br /> B.O. BOTTOM OF MEZZ. MEZZANlNE
<br /> SNOW LOAD DESIGN DATA: 2500 0.50 5t1 Of1 NO ALL QTHER CONCRETE LEDGERS LSL = 1.75` TIMBERSTAND 1.55 E6 225D 750 400
<br /> B.O.E BOTTOM OF EXGAVATION MFR. MANUFACIURER P9 = 20 PSF, Pf = 14 PSF. Ce = 1.Q, is = i.0, Ct = 1.0, ONE COMPRESSION 7EST M1NIMtiM SHAII BE COMPILED FOR EVERY 15Q CUBIC YARDS OR 2x. 3X DOUGLAS FlR-LARCH N4. 2 900 180 625 1350 1.6E6 LSL RIM = 1.5" 31MBERSTAND RIM BOARD
<br /> B.O.F, BOTTOM OF FOOTING MlN. �AINIMUM 4X DOUGLAS FlR-LARCH N0. 1 1000 180 625 150D 1.7E6 r" � w�A�.�.,;�..:. . '
<br /> IMND DESIGN DATA: 5000 SQUARE FEET OF SURFACE AREA FOR EACH �IIX DESIGN PLACED EACH DAY. A
<br /> BRDG. BRIDGE(ING) MtSC. MlSCELLANEOUS TEST SH A L L 8 E T H E A V E R A G E S T R E N G T H O F T V V O C Y L f N D E R S I�A D E F R�M T H E S A M E
<br /> B R G. BEARING � M T L M E TAL B A S I C W I N D S P E E D: 910 MPN (ULT.) - 85 MPD (ASQ) ' U '
<br /> W I N D I M P O R T A N C E F A C T Q R: �W � �,p S A M P L.E A N D T E S T E D A T T k(E S P E C I Fl E D A G E. A D D I T 1 0 N f A L C Y L I N D E R S M A Y B E M A D� F O R BEAMS AND POSTS pg�gg• p�qgR��q�p p�,�yppp y�g �y-�
<br /> B T M. B O T T O M W1ND EXPOSURE: EXPOSU R� B INFORMATION REGARDING POST TENSIONING� FORM REMOVAL. STRENGTH DEVELOPMENT, OR 4 X D
<br /> BTWN. BETYVEEN (N) NEW OUGLAS FlR-LARCH N0. 2 900 180 625 1350 1.6E6 PREFABRICATED PLYWOOD WEB JOISTS SHALL BE TME SIZE AND TYPE SHO1h1V ON liiE � =� � � ` �'
<br /> OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 6X DOUGLAS flR-LARCH N0. 1 1200 1Z0 625 1000 1.6E6 pRAVNNGS AS MANUFACTURED BY TRUS-JOIST OR APPROVEQ EQUAL STORAGE, �' � � ',
<br /> N.LB. NON-LOAQ BEARlNG TOPOGRAPHICAL FACTQR: Kzt = 1.0 1. N� TEST FALLS 500 PSI BELOW THE SPECIFlED SIRENGTH
<br /> C CAI�BER N0. NUMBER INTERNAL PRESSURE COEFFlCIENT: GCpi = +/- 0.18 2. THE AVERAGE OF ALL SETS OF 3 CONSECUIIVE TESTS DOES NOT FALL ERECTION, AND INSTALLATION SHALL BE PER I�ANUFACTURER SPECIFlCATIONS. JOIST
<br /> CAMB. CAMBER(ED) N.S. NEAR SIDE COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF 2Q BEIOW THE SPECIFIED STRENGTH. FLANGES SHALL NOT BE WT, DRILLED HOLES 1N WEB SHALL BE PER MANUFAGTURER �
<br /> N.T.S. NQT TO SCALE CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTI-IER TESTING REQUIREMENTS. SHQP DRAWINGS SHALL BE SUBMITTED PER THE REQt11REtu1ENTS OF �
<br /> - CANT. CANTILEVER(ED� SECTION Oi330. pES16N LOADING AND DEFLEC110N CRITERIA SHALL BE AS FOLLOWS: 1 `N
<br /> CF CUBIC FOOT N.W.C.NORMAL WEIGHT CONCRETE EARTHQUAKE DESIGN DATA: AT Np ADDITIONAL EXPENSE TQ 1NE OWNER. 06102• FRAMIlVG NOTES 1 0
<br /> _ C.I.P. CAST IN PLACE SEISMIC IMPQRTANCE FACTOR: le = 1.Q f�
<br /> O.C. QN CENTER SPECTRAL RESPONSE ACCELERATiONS: Ss = 1.33 S1 = 0.505 RESHORING, WHERE REQUIRED, SHALL CONFORM TO AG 301 SECIIQN 4.6. SUBMIT FRAMING CONNECTORS� ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND TOP CHORD UVE LOAD SEE Ut�E LOADS IN SECTION 01200 ti �'�, �
<br /> C.J. CONSTRUCTION JOINT O.D. OUTSIDE DIAMETER SITE CLASS: SITE CLASS E DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-11E. EQUIVALENT HARDWARE TOP CHORD DEAD LOAD 12 PSF` a
<br /> CL CENTER LINE PROPOSED RESHQRlNG PLANS TQ THE ENGINEER OF RECORD FOR REVIEW.
<br /> CLG. CEIUNG O.F. OUTSIDE FACE (ASCE 7 20.3.t EXCEPT10N MET) MAY BE USED WITH PRIOR APPRQVAL BY ENCINEER OF RECORD. INSTALL ALL HARDWARE BOTTOM CHORD DEAD LOAD 6 PSF � � ` ' a �
<br /> ' �(R, �qR O.H. OPPOSITE HAND SPECTRAL RESPONSE COEfFIqEN�S: SDS = 0.798 SD1 = 0.808 PER MANUFACTURERS' SPECIFlCATIONS. WHERE STRAPS CDNNECT TWO MEMBERS MECHANICAL LOADS SEE MECHANICAL PLANS �'' o ' �o
<br /> COL COLUMN OPNG. OPENING SEISMIC DESIGN CATEGORY: SEISMIC t?ESiGN CATEGpRY fl CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT TOGETHER, PLACE HALF OF THE REQUIR�D FASTENERS (NTO EAGH MEMBER. PROVIDE LIVE LOAD DEFLECTION Lf480 ����,6 g
<br /> CONC. CONCRETE �PP. OPPOSIlE BASIC F4RCE RESISTING SYSTEM: BEARING WALL SYSTEM SPECIFIED BY THE ARCH(TECT.
<br /> SOUD BLQCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR fASTENER �"�
<br /> CONN. CONNEC110N ORNT. ORIENTATE(ION) DESIGN BASE SHEAR: Cs = fl.123 W 03100: REINFORCING STEEL REQUIREMENTS AT TREATfQ LUMBER. TYPICAL NAILING NOT SHOWN PER P DETAIL, OR
<br /> CONST. CONSTRUCTION OSB ORIENTED STRAND BOARD RESPONSE f�ODIFlCATION FACTOR: R = 6.5 (U(�iT-FRAME WALLS) R F ING S1EEL DETA[LING. FABRICATI�I, AND PLACEMENT SHALL 8E PER Aq SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER tBC TABLE 23 4.10.1 R TO
<br /> CONT. CONTINUOS 0•W.J. OPEN WEB J41ST ANALYSlS PROCEpURE: EQUIVALEN7 LATERAL FORCE Q3 8-i4. EINFORGNG STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: THE FASTENING SCHEDULE ON. SHEET S1.1. Q
<br /> CTSK. COUNTERSINK ASTM A-615 DffORMED BARS GRADE 4�J (fy=40 KSI) FOR �3 BARS ONLY NAILS SNALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DI C� BEARING WALL STUD SCHEDU
<br /> CTR. CENTER(ED) PAR. PARALLEL 013Qd: (�OIECHNICAL INFORMAl10N MENSIONS ARE AS LE � � � � �
<br /> CY CUBiC YARD P/C PREGAST EARTHWORK AND FOUNDATiONS ARE TO BE CONSISTENT WITH �'HE GEOTECHNICAL AS1M A-615 DffORMED BARS GRADE 60 (fy=60 KSI} F�JR �4 BARS AND LARGER fOLLOWS: � � � � � N'
<br /> .- ao a M
<br /> PANEL EDGE NAIL ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS NAIL SIZE DIAMETER LENGTH WAI-L TYPE LOCATlON pLA7E S�ZE S�D �� A � � �, � ^ N
<br /> PERP. PERPENDICULAR COMPETEPIT NAT1VE MATERIAL OR BY QTHER MEANS AS DEfINED BY A LICENSED ASllu{ A-185 SMOOTH BAR (fy=60 KSI� FQR VNELDED WIRE FABRIC A N D �A G N G � �+' o � � �
<br /> d PENNY(NAILS) o o ,- �
<br /> D B D R O P P E D B E A M PL p�� G E O T E C H N I C A L E N G I N E E�2. 8d 0.131" 2.5" ��� TYPICAL U.N.O. 2 X 6 2 X 6 016'
<br /> DBA DffORMED BAR ANCHORS P� PROPERTY UNE REINFORCING FOR SLABS ON GRADE SHAIl BE BX6 W1.4XW1.4 WELQED WIRE FABRIC OR 10d 0.14-8� 3.Q" ''
<br /> DBL DOUBLE PW P�N CONIIENTlONAL FOUNDAl10NS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS FlBER MESH UNLESS NOTED QTHERIMSE. PROVIDE LAP SPLICES PER THE LAP SPUCE 12d 0.148" 3.25" �� P� � w o
<br /> DCW DEMAND CRlT1CAL WELD �'�g�• PLUMBING PER GEOTECHNICAL REPORT �POLYGON-127-01 DAIED AUGItST 12, 2015 BY GEODESIG SCHEDULE ON SHEET 56.0. REINFORGING STEEL AT ALL WA(.LS, SLABS, AND FOOIINGS 16d d.162" 3.5" C R A W L S P A(� T Y P I C A L 2 X 4 2 � q. � j g �
<br /> D E P T. D E P A R T M E N T P��• P�-��d 1 N C: S H A L L B E C O N T i N I l O U S A R O U N D CORNERS ELSE CORNER BARS SHALL BE PROVIDED. �
<br /> DET. DETAIL PSF POUNDS PEi2 SQUARE FOOT ALLOWABLE BEARING PRESSURE 2000 PSF UNLESS NOTED O T H E R W I S E P E R S H E A R W A LL S C H E D U L E O R P L A N S A N C H O R B O L T S A T {N T E R I O R �
<br /> Q F D O U G L A S Fl R �� P O U N D S P E R S Q U A R E I N C H A C T I V E �A R T H P R E S S U R E (Y E I L D I N G) 3 5 P C F C O V E R R E Q U I R E M E N T S S H A L L BE AS FOLLOWS UNLESS NOTED OTHERWISE: T Y P I G A L U.N.O. 2 X 4 2 X 4 0 1 6" w �
<br /> OIA. DIAMETER P•T PRESERVATIVE TREATED ACTIVE EARTfi PRESSURE (AT.-REST1 55 PCF S�LL PLATES SHALL BE 5/8" DIAMEIER IMTH 7" MINtMUM EF�IBE[}MENT INTO CDNCRETE PER PLAN � o
<br /> DiAG. DIAGONAL PT POST TENSION{ED) PASSIVE EARTH PRESSURE 3Q0 PCF CONCRETE CAST AGAINST EARTH AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHAi1 BE A MiNlMUM Q �
<br /> 0� TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS z " �
<br /> DIAPH. OIAPHRAGM C4EFFlqENT OF FRICTION 0.30 ALL BAR SIZES . . . 3" BEARING WALL NOTES: = E:.;
<br /> DIM. DIMENSION QTY. QUAN�ITY ' ' ' ' ' ' ' ' ' ' ' THAN 4.5" FROM EACH END OF THE PIECE. A 3"X3"X0.229" PLATE WASHER SHALL BE o
<br /> SOIL PROFlLE �� (;�q� E FORMED SURFACE EXPOSED TO EARTH OR WEATHER 1. SEE SHEAR WALL SCHEDULE SHEET 51.1 FOR WALL SHEATHING BLOCKING ANQ PLATE v, " �
<br /> ' . DOWN
<br /> �6 AND EARGER . . . . . . . . . . . . . . 2" PROVIDED FQR ALL ANCHOR BOLTS (DO NOT COUNIER-SINK PLATE WASHERS�. A 13/16" NAlUNG. ' ' .r� o a
<br /> D.O. DITTO(REPEAT� ALL FOUNDAl10N INSTALLAl10NS ARE SUB CT TO APPROVAL OF THE LOCAL BUILDING • X 1 3/4" DIAGONAt SLOTTED HOLE IN 1NE 3" X 3" PLATE WASHER IS ALLOWED WITH A r� �
<br /> R. RADIUS �5 AND SMALLER . . . . . . . . . . 1 1/2 STANDARD CUT WASHER. 2. SEE SAWN LUMBER STRUCTEIRAL NOTE
<br /> pp, p�p RAD. RADIUS INSPECTOR OR A UCENSED GEOTECtiNICAL ENGINEER. CONCRETE NOT EXPOSED i0�EARTH�OR V�EATHER S TH)S SHEET FOR SPEqES & GRADE OF WALL W � N
<br /> D.S. QRAG STRUT R� ���� WALLS AND JOISTS PLATES AND STUDS. v, Z Q �
<br /> 06103: J O 1 S T A N D B E A M H A N G E R S N o � � A
<br /> DWL DOWEL. SCS REINF. REINFORCEMENT(!NG) p1330; �{� p�py,�g �Jg�q� pRp� #14 AND �18 BARS . . . . . . . . . . 1 1/2" � � � � ¢
<br /> � � �11 BARS AND SMALLER . . . . . . . . . 3/4" JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE A S M A N U F A C T U R E D B Y 3. SECURE SILL PLAIES TO CONCRETE IMTH 5/8� DIA. AN C H O R B O L T S A T 4 8' O.C. T Y P. ¢ 5 a m �
<br /> RE Q. R E Q U I R E D S H O P D R A W I N G S A R E T O B E S U B M I T T E D T Q T H E A R C H I T E C T A N E N G I N E E R O F R E C O R D SLABS ANp JOISTS SIMPSON STRONG-TIE. EQU(VALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY UNLESS NOTED OTHERWISE. REFER TO THE SHEAR WALL SCHEDULE SFiEET S1.1 FOR a � N
<br /> R.F. RJGID FRAME F O R A P P R O V A L P R I O R T O F A B R I C A T I O N. I F S H O P D R A W I N C S D I F F E R F R O M T H E A P P R O V E D ENGINEER Of RECORD. JOIST AND BEAM HANGERS SH A I l B E I N S T A L L E D P E R ADDITIONAL INFORMATION. W w v��i � �
<br /> EA j Eq�{N G R.O. R O U G H O P E N 1 N G D E S I G N D R A W I N G S, N E W DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A �1 4 A N D �1 8 B A R S . . . . . . . . . . 1 1/2" M A N U F A C T U R E R S' S P E C I Fl C A T I O N S A N D S H A L L B E A S f O L L O W S U N L E S S N O T E D 0 0 � �
<br /> THERWISE 5 .
<br /> R O U G H S A W N 1 1 C E NSED STATE OF WASHINGT4N S1RUCIURAL ENGINEER SHALL BE SUBMfTTED ALONG �1 1 B A R S A N D S M A L L E R . . . . . . . . 1" PER PLANS OR QETAILS. 4. SE� DETAIL 5/59,0 FOR TQP PLATE SPLICE. � o � � .��.
<br /> E.E. EACH END � ' ' WITH THE SHOP DRAIMNGS TO THE BUILDING OFFlCIAL FOR APPROVAL PRIOR TO BEAMS. COLUMNS
<br /> EF. EACH FACE S C H. S C H E D U L E F A B R I C A T I O N. P R I M A R Y R E I N F O RCEMENT . . . . . . . 1 1/2" MEMBER SIZE HANGER 5. D(TERIOR WALLS AT VAULTED AREAS ARE TO BE BALLOOIV FRAMED. o z
<br /> E.J. EXPANSION J01NT SCL STRUCTURAL CQMPOS{TE WOOD � TlES� STIRRUPS, AND SPIRALS . . 1 1 j2" z d. ,� N w
<br /> EL ELEVATION ' ' SAWN LUMBER 'U" SERIES TO MATCH LUMBER SIZE 6. FOUNDATtON CRIPPLE WAl1S SHALL BE FRAMED OF STUDS OF SAME SIZE AS STUDS
<br /> ELEV. ELEVATOR SCHED. SCHEDULE SF10P DRAWINGS ARE REQUIRED FOR �OR PREFABRICATEQ WOOQ TRUSSES. „
<br /> SHT. SHEET REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATEI.Y SECURED IN PLACE 3.125 WIDE GLULAM BEAM HGUS3.25�10
<br /> ENBD DGE NAILNT, " ABOVE. iNHERE HEIGHT OF STUD D(CEEDS 4 FEET� CONTACT ENqNEER FOR PROPER STt1D
<br /> SIM. SIMILAR CALCULATiONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF OREGON PRIOR TO CONCRETE PLACEMENT. RElNFORCING STEEL SHALL NOT BE FlELD BENT EXCEPT 5.125 IMDE GLULAM BEAM HGUS5.25/10 SIZE AND SPACING. PROVIDE SHEATHING, NAILING, AND MUDSILI ANCHORAGE AS SPECIFIED
<br /> � S.J. SHRINKAGE CONTROL �lOINT STRUCTURAL ENGINEER SHALL BE SUBM(TTED ALONG WfTH TME SHOP DRAWINGS FOR AS NOTEQ IN THE DESIGN DRAWINGS. WELDING OF REINFORqNG STEEL SHALL NOT BE 6.75" WIDE GLULAM BEAM HGUS6.88/10
<br /> FOR WALL ABOVE.
<br /> EQG EQUAL� �W ���) PREFABRICATED PLATED WOOD TRUSSES. PERMITTED IMTHOUT PRIOR APPRQVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTEQ 8.75" IMDE GLULAM BEAM HGU9.00-SDS
<br /> EQPT. EQUIPMENT S.O.G. SLAB 4N GRADE ON THE DESIGN DRAWINGS.
<br /> E.W. EACH WAY �'�• SPACE(S) (INGj 01400: INSPECTIONS ANO SPEqAL MS'PEC�IONS MANUFAGTUREQ WOOD "I" JQIST "IUS� SERIES TO MATCH "I" JOIS7 SIZE �
<br /> EXP. EXPANSIQN SPEC. SPECIFIGAl10N(S) THE CONTRACTOR SHALL BE RESPONS(BLE TQ COORDINATE ALL. INSPECTIONS REQUIRED p�p��; pR�yAn� �� �� ��� 1.75" WIDE PSL OR LVL BEAM 'LBV" SERIES TO MATCH DEPTH ❑ R 0 U G H FR A M I N G N A I LI N G SC H ED U LE
<br /> EXST. EXISTiNG 5Q• SQUARE BY THE LOCAL BUILDING DEPARTMENT. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCN DEPTH
<br /> STD. STANDARD PRESERVATIVE TREAIED WQOD SHALL BE REQUIRED FOR ALL WOOQ THAT FORMS TF1E 3.5" IMDE PSL OR LVL BEAM "GLTV" SERIES TO MATqi DEPTH ROUGH FRAI��lG NAIL�IG Sf�1LE (IN t�U OF 18C TIt�.E .1Q1
<br /> _ � � ���� STGR. STAGGER SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCEtPANCIES UNLESS S7RUCTURAL SUPPORT OF THE BUILDING, BALCaNIES P4RCHES, OR SIMILAR PERMANENT �,25" WIDE PSL OR LVL BEAM 'GLN' SERIES TO MATCH DEPTH
<br /> FAB. FABRICAl10N STIFF. STIFFENER S OTHERWISE REQUIREp BY THE BUILDING OFFlCIAL BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUAIE �
<br /> 7" WIDE PSL BEAM "HGLN SERIES TO MATCH DEPTH CONNECTlON FASTDVING L � �
<br /> PR4TECilON FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING TO PREVENT 1. �IST TO SILL OR GIRDER (3� 0.131M X 3N TOENAItS
<br /> FB fLUSH BEAM STIR. S1IRRUP(S) MOISTURE OR WATER ACIXIMULATION AT THE SURFACE 4R AT JOINTS BETV�EEN MEMBERS. ��� ����� � � ����G 2 BWDGING TO JOlST 3 D.131 X 3 TOENAILS D
<br /> = FDN. fOUNDATION STL STEEL 01401: STRUCTURAl. OBSERVAl10N � � � �
<br /> F.F FlNISH FL40R STRUC. STRUCTURAL STRUCTURAL OBSERVA710N IS NOT REQUIRED. ALL WOOD INSTAUED ABOVE 6ROUND ANp RESIING ON AN EXTERIOR CONCRETE OR SHRINKAGE tN WOOD FR/�MING IS DUE TO LOSS OF MOISTURE CONTENT AND TO 3. 1X6 OR LESS SUBFLR. TO JST. (2) 0.131" X 2.5" FACE NAII
<br /> FlN. FlNISH(ED) STRUC7 STRUCTURAL MASONRY FOUNDAT)QN WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. COMPRESSION OF ASSEMBUES OF W40D COMPONENTS. PIUMBING, ELFCTRICAL, AND 4. 1h9DER TNAN 1X6 SUBfIR. TO �T. {3) 0.131" X 25" FACE NAIL
<br /> FLG. FLANGE SUSP. SUSPENDm(TION) ��� ��N ��� ������ MECHANICAL SYSTEMS AS WEl.L AS �XTERIOR FlNISHES SHALL BE DE�GNED AND BUILT 5. 2" SUBFLOOR TO JST./GIRDER ' '
<br /> THE QUALtTY ASSURANCE PLAN SHALL BE T4 YERIFY THAT T1iE SPECIAL INSPECTIONS (2) 0.161 X 3.5 BLtND dc FAt� NAIL
<br /> F1R. fL00R SYMM. SYWtMETRiCAL NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED (N SECTION 01401 POSTS OR COLUMNS SUPPQRTING PERMAtdENT STRUCTURES AND SUPPORTED BY A TO ACCOMMQDATE 1/4 INCH P�R FL�OR WOOD SHRINKAGE. THE USE OF KILN DRIED S. SOLE PLATE TO JST. OR BlKG. 0.131" X 3' AT 8' O.C. TYP. FACE NA(L
<br /> FN FlELD (FACE) NAIL CONCRETE SLAB OR FD071NG THAT IS IN DfRECT CQNTACT WITH THE �ARTH. D(CE�PT; Ll1MBER AND PROV(DING A DRYING PROCESS TO THE FRAMING MEMBERS PRIpR TO ' " "AT BRAt�D WALL PANEL (4) 0.131" X 3" AT 16" U C. FACE NAII
<br /> F.O. FlNISHED OPENING T. TOP HAVE BEEN C4MPLETED AND THAT SUPPORTING DOCUMENTAION NOTED IN SUCH SECTIONS APPLICATION OF FlNISHES WILL HELP CONTROL BUT WtLL NOT EL1I�INATE SHRINKAGE 7, Tpp p�q� Tp �p (3) 0.131" X 3' END NAIL
<br /> F.O.C. FACE OF CONCRETE T.&B. TOP AND BOTTOM HAS BEEN PROVIDED. 1. IF LOCATED IN BASEluIENi'S ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH 8. STUD TO SOL� PtATE 4 0.131" X 3" TOENAIL
<br /> F.O.M. FACE OF MAS4NRY 1EMP• TEMPORARY QUAUTY ASSURANCE PLAN IS NOT REQUtRED FOR STRUCTURES OF LIGHT WOQD FRAMING ABOVE THE SLAB AND SEPARATED THERffROM BY AN IMPERVIOUS MOISTURE 06160: W000 SHEATHlNG
<br /> BARRIER. (�) (3) 0.131" X 3' END NAII
<br /> F.O.S. FACE OF STUD T.&G. TONGUE AND GROOVE y�T}{ pES(GN SPECTRAL RESPONSE AT SH4RT PERIODS, Sds, NOT EXCEEDING 0.50g. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 9. DOUBLE S1UDS U.131' X 3" AT 8' O.G FACE NAIL
<br /> F.O.W. FACE OF WALL TFtK. TFfICK(NESS) AMERICAN PLYWQOD ASSOCIATION. WOOD SHEATNING PANELS SHALL BE C-D tNT APA
<br /> fRM. FRAME(ING) THRD. THREADED QUAUTY ASSURANCE PLAN IS NOT REQUIREp FOR WIND EXPOSURE B VUHERE BASIG WIND 2' �F �N AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITNIN THE y�TM EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD OSB PANELS SHALL BE �Q• DOUBLE TOP PLATES 0.131" X 3" AT 8' O.0 TYP. FAeE NAlL
<br /> F S. FAR SIDE TN TOE NAIL BUILDING PERIPHERY AND SUPPURTED BY A CONCRETE PIER OR PEDESTAL MORE � � DOUBLE TOP PLAlE tAP SPLICE
<br /> SPEED IS LESS THAN 120 MPH. EXPOSURE 1. PANELS SHALL HAVE THE FOLLOW[NG THIqCNESS, SPAN RAl1NG, AND (20) O.i31 X 3 FACE NAILS
<br /> FT. FEET(F00� T.O.S. TOP OF SHEATtiING(SLAB) THAN $ INCHES FROM EXROSED GRQUND AND SEPARATED THEREFROM BY AN it. JOIST/RAFTER BLKG. TO PLAlE (3) Q.131 X 3' TOENAILS
<br /> FASTENING UNLESS NOTED OTHERWISE PER PLAN: 12 RIM JOIST TO T� PLATE 0,131 X 3° AT 6" O.C. TOENAII •E-�
<br /> FRTW FlRE RETARDANT TREATID k'OOD T.O.W. TOA OF WALL IMPERVIOUS MOISIURE BARRIER. EDGE FlELD 13. TOP PLA ' '
<br /> FTG. FOOTING TRANSV. TRANSVERSE SUMMARY: A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS TE LAP INTERSEC�IONS 3 Q.131 X 3 FACE NAIL �
<br /> T.O.S.. TOP OF STEEL STRUCTURE. 3. SIEEPERS AND SIt1S ON A CONCRETE SLAB ON GRADE THAT dOES NOT HAVE AN „ NAILS M NAILS w 14. DOUBLE 2X �IST/HFJIDER �.131" X 3' AT 12' FACE NAIL EA. mGE � O
<br /> ROOF: 7/16 .40 20 C-R APA CDX T&G 8d AT 6 8d AT 12 ^ l �
<br /> GA. GAUGE . TYPICAL ���. ��� RE��,�� IMPERWIOUS MOtSTURE BARRIER SEPARATION 1MTH EXPOSEQ EARTH. „ � . » 15. CEfl1NG J�STS 11D PLATE
<br /> GALV. GALVANIZE{D) INSTALLATIQN OF ALL STRUCTURAL COMPONENTS SHAIl BE AS REQUIRED PER ALL LOCAL FLOOR: 3/4 APA RATED STURD-1-FLOOR OSB 4Qj20 T&G 1Qd AT 6 10d AT 12 (5) 0.131" X 3" TOENAIL V�/ �
<br /> GB. GRADE BEAM U.N.O. UNLESS NOTED OTHERWISE �ppEs 4. LEDGERS AND Ft1RR1NG ATTACHED DIRECTL�( TO THE INTERIOR OF EXTERIQR SHEARWALL: 7/16" C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET 51.1 16. CONnNU4US HEADER TO STUD (4) O.t31' X �" TOENAILS �I� � �
<br /> GLB GLUE LAMINATED BEAM U/S UNDERSIDE GONCRETE OR MASONRY WAt1S BELOW GRADE. 17. (�G. JST. LAP AT PARTi110NS (4) Q.t31' X 3° FACE NAIL O Q� �
<br /> GRD. GRADE ALL ROQF' AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAtN 18. CLG, JST. TO PARALLEL RAFTER (4) 0.131' X 3' FACE NAIL
<br /> GVYB GYPSUM WALLBOARD � VERT)CAL PRESERVATIVE TREATMENT SHALL BE PER AMERICAN VYOOD PRESERVERS' ASSOCiATiON p�P�Q��� TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE 19. RAFTER TO PLA�E (3} 0.131' X 3" TOENAIL •� �
<br /> (AWPA) SPECIFlCAl10N C2 AND C9 OR APPUCABLE STANDARDS. PER PLAN. BLQCKING AT 1NTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL HOT 20. 1X BRA(� TO EA. STUD dc PLAIE 2 tk131' X 3" FACE NAIL �
<br /> ' GYP. GYPCRETE VERT. VERT(CAL 02000: SIIE C�ISTRUCTION BE REQUIRED UNLESS NOIID OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE 21. 1X8 �t LESS S'�ITG. TO EA. BRG. (2� 0.131" X 3" � �
<br /> VIF VERIFY IN FlELD ALL S(TE CONSTRUC110N SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING BLQCKED AT ALL EDGES WITH 2X OR 3X fRAMING PER SHEARWALL SCHEDULE � ) FACE NAIL '�� � �
<br /> H. HORIZONTAL RECAMMENDATIONS AS NOTED 1N THE GE4TECHNICAL ENGINEERING REPORT (SEE SECTION ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT 22WIDER THAN 1X8 SHTG. TO BRG. (3) 0.131� X 3� FACE NAIL � � v�
<br /> - HD HOLDOWN W. WIDE(IMDTH) Oi300) AND IN SUBSEQUENT DIRECIIVES. WITH TREATED LUMBER SHALL BE CORROSION RESIS�'ANT G-185 NOT DIPPEQ GALVANIZED 23.BUILT-UP CORNER STUDS (3) Q.131 X 3 AT 16 O.C. FACE NAIL � � bA �y
<br /> H.D.G. HOT DIPPED GALVANIZED W/ WITFI PER ASTM A153 OR STAINLESS STEEL 24.BUlLT-UP GIRDERS AND BEAMS 0.131" X 3" AT 12" EA. EDGE STAt�ERED � � ,� J
<br /> HDR. 1iEADER W/0 W{THOUT 02260:. EXCAYATION SUPP�T ANQ PROtECT1aV 06176: METAL PLATE CONN�CTED WOOD TRUSSES
<br /> HGR. HANGER WD. WOOD EXCAVAT14N FOR FOUNDAT10NS SHALL BE PER PLAN DOWN TO UPIDISTURBED NA71VE PREMANUFACIURED PLATED WQOD TRUSSES SHALL BE MANUFACTURER DESIGtdED AND �
<br /> � �� � O
<br /> HORZ HORIZONTAL W.H.S. WELDED HEADED STUDS MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED SHALL COMPLY WtTH THE TRUSS PLATE INSIITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN .��
<br /> H�IZ. HORIZONTAL W.P. WORK POINT AREAS SHALL BE BACKFlLLED WITH LEAN CONCRETE OR PER GEOTECHNtCAL STANDARD FOR METAL PLA7E CONNECTED WOOD TRUSS CONSTRUCTIQN AND OSSC STRUCTURAL DRAWIN� LIST
<br /> SEC710N 2303.4. SHOP DRAWINGS AND CALCIJLAl10NS �HALL BE SUBMIT'TED P � � � r Z
<br /> HR HEADER W S. WELDED STUD RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. � ,ME � ^ �
<br /> H.S.B. HIGH STRENGTH BOLT WT. WEIGHT REQt11REMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIt?NS SHOWN ON ,� � �
<br /> HT. HEiGHT W.W.F. WELDED iMRE FABRIC EXCAVATION SLOPES SHALL BE SAFE AND SHALL NQT BE GREATER THAN THE UMITS THE PLANS, LOADS PER SECTION 0120�Qo�Q THE FOLLOWING: S'FIEET D�PTlON DATE �j � �p
<br /> SPECIFlED BY LOCAL, STATE, AND NAl10NAL SAFETY REGULAl10NS. �� � � �
<br /> I.D. INSIDE DIAMETER X-STG Q(TRA STRQNG TOP CNORD UVE LOAD SEE SECTION 012Q0 S1.0 STRUCTURAL NOTES 11/O6/14 •�-+ ,'� 0
<br /> I.E. INVERT ELEVATiON XX-STG DOUBi:E EXTRA STRONG INSTALLAl10N OF C4NSTRUC110N SH�ING, IF REQUIRED, SHALL BE PER THE SHORING TOP�CHORU DEAD LOAD 10 PSF S1.1 SHEARWALL SCHEDIiLE AND QETAILS 11/06/14 � � w a
<br /> I.F. INSIDE FACE DRAWINGS, NOTES, AND SPECIFlCATIONS. TOP CHORD DRAG LOAD SEE PLAN S1.2 HOLDOWN SCHED�LE AND DEl'AILS 11/O6/94
<br /> YD YARD pQ3pp; QACKFlLL ANQ CO�IPACiION TOP CH�RD NET WIND UPUFT 7 PSF (NET)
<br /> BOTTOM CHORD DEAD LOAD 5 PSF 56.0 TYPICAL FOt1NDATION DETAILS t1 j06/14 �
<br /> BACKFlLL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY HVAC SEE MECHANICAL S6.1 MISCELLANEOUS DEfAILS 11 O6 14
<br /> � _ DEBRIS. BACKFlLL BEHIND ALL WALLS SHALL NOT BE PLACEQ UN71L THE WAlLS ARE UVE LOAD DEFLECTION L/36U S6.2 TYPICAL BASEMENT DETAILS 11 06/ 4
<br /> PROPERLY SUPPORTED. ALL BACKFlLL MAT�RfAL AND PLACEMENT PROCEDURES SHALE BE � f ��
<br /> CQNSISTENT WITH THE GEOTECHNICAL ENG(NEERING RECOMMENDATIONS. .
<br /> S9.1 TYPICAL ROQORFR MMNG DE AALS 11/O6/�4 �
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