|
��
<br /> � 0 ABBREVIATfONS 0 S T R U C T U R A L N 0 T E S
<br /> ` & AND IN, INCHE(S) 010Qtk (�NERAL REt�UIRf�ETdTS 06100: ROUqi FRAMlNG 06185: STRUCTURAL t�.UEQ LAMlNATID TIIRIIISER o .
<br /> _ _ g AT INFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFlCAITONS. ANY CtNfCRETE fANSTRUCTION �-IALL CONF�M TO 1NE AMERICAN CONCRETE INSTITUTE STANQARD Aq SAWN LUMBER SHALL CONfORM TO WEST COAST LUMBER INSPEC110N BUREAU (WCLJB) GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INST1TtJTE OF TIMBER CONSTRUCTION �
<br /> ' FEET(F00� INT. 1NTERIOR DISCREPANCY FDUND BETWEEN THE DRAIMNGS, NOTES, SPECIFlCATIONS, SITE CONDITIQNS, 31$-14 "BUILQING CODE REQUIREMQVTS fOR STRUCIURRL CONCRETE�. "GRADING AND QRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S (AITC} IDENT)FICATiON MARK. EXPOSED �IENIBERS SHALL RECEIVE ONE COAT OF END �
<br /> ' INCH (INCHES) AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WH0 SHAlL AND SURFACED ORIED, 19 PERCENT MAXIMUM MOISTURE COtdTENT. PROTECT LUMBER SEALER APPUED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FlELD. SHOP �
<br /> � POUND(S)� NUMB�R �T. JOIST CORRECT THE DISCREPANCY IN iNR171NG. ANY WORK COMPLETED AFTER DISCOVERY OF CEIuIENT AND CONCREIE S'�IALL (�NFORM TO IBC S'EC11�V 1903 dc 1904. ADMIX'fURES SHALL BE FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE DRAWIN6S SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 0�330. DESIqV �
<br /> = EQUAL(S) � �NT THE DISCREPANCY SHALL BE QONE AT THE �ONTRACTOR'S RISK. REFER TO APPROVEU BY THE ENGINEER �' RECORD. THE US'E OF WATER SOLUBLf CHLORIDE ION SHALL N�T BE WOOD SHRINKAGE POTENT(AL ALL LUMBER EXPOSED TO WEAINER OR iN C4NTAC� WITH MATERIAL PROPERTIES SHAI.k. BE AS FOLLOWS:
<br /> � pp� ARCHITECTURAL PLANS FOR OPENINGS, ARCNITECTURAL TREAIMENTS, AN� DIMENSIONS US'ED. CONt�ETE OR MASONRY SHALL BE PRESERVATIVE TREAIED U.N.O. PER PLAN. LUMBER � U �
<br /> K KIPS(1000) NOT SHOV�M. CQNSULT MECHANICAL. PLANS FOR DllCTS AND PIPES ETC. NOT SHOWN. SPECIES. GRAQE, AND PROPERTIES F�R EACH USE/LOCATION SHALL 8E AS FOLLOWS �� COMBINATION SYhABOL SPEqES CAMBER. .: . Z �
<br /> AB. ANCHOR BOLT 71-IE C�VTRACTQR SHALL SUBIr111T MIX DESI(�IS TO ENqNEER OF REC�2D FOR IIPPROVAL FIXlR 41�EKS U.N.O. PQZ PLAN/SCHEDULE: SIMPLE SPAN BEAM 24F-V4 DF/OF STANDARD � �^
<br /> ABV. ABOVE I-�4T. LATERAL THE CONTRACTOR S�-IALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY PR10R TO PLAqNG C�Vt�EiE MIX DES�GNS SHALL BE REVIE�'ED FOR CONF�IANCE TO IBC Fb Fv Fcp Fc E CONTINUOUS BEAM 24f-118 DF/DF' ZERO "
<br /> ADD. ADDITIONAL LB• POUND(S) C4NSTRUCTIQN LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING SEC310NS 1904 AND 1905. 4 USE/L(3CAT10N SPECIES GRADE (PSI) (PSI) (PSI) tP$I) (PS�) CANTILEVER BEAM 24F-V8 DF/DF ZERO � �
<br /> ADJ. ADJAGENT LB. LAG BOLT(S) ERECTION. BACKFlIL BEHIND WALLS SHALL NOT BE PLACED UN11L THE WALLS ARE WqLL STUDS/BLOCKWG o
<br /> PROPERLY SUPPORTED. CEMICREtE �IIX DESIGNS �IAIl MEET THE �OLLOWING REQUIREMENTS: UNEXPOSED GLUED-LAMINATED TIMBER StiALL BE HJDUSTRIAL GRADE. TYPICAL, UNLESS � '
<br /> ALUM. ALUMINUM LG. �QNG(ITUDINAL) 2X, 3X HEM-FlR STUD 675 150 405 800 1.2E6 a� ,ri
<br /> A L T. A L T E R N A T E L G T H. L E N G 7 H 4 p �E N O T E D O T H E R W I S E E X P O S E D G L U E D L A M I N A I ID 1 1 M B E R S H A LL B E A P P E A R A N C E C L A S S t n � o 0
<br /> APPRX. APPROXIMATE(LY) LGMF UGHT GAUGE METAL fRAMING TNE CONTRACTOR SHALL 8E f2ESPONSiBLE FOR COORDINAl10N OF ALL WORK. THE 28 DAY MAX. MAX. AIR SPECIAL LOCA110N PER ARCHiTECT. �- � �
<br /> LLH LONG LEG HORIZONTAL C O N T R A C T O R S H A L L B E R E S P O M S I B L E F O R T H E C O O R D I N A l 1 0 N O F T H E E X C A V A T I O N, STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND
<br /> ARCH. ARCHITECT(URAL) SHORIP[G AND 4THER WORK 1MTH ALL UTIUIIES AND ADJACENT PROPERTIES. CALL THE 2X, 3X HEM-FlR N0. 2 850 150 405 1300 1.3E6 � � �
<br /> ASSY ASSEMBLY LLV LONG LEG VERTICRL UTILITY LQCATE SERVICE PRIOR TO ANY WQRK AT 1-800-332-2344. fc (PS!) RAT10 (INCHES) (PERCENT� REQUIRED APPLICAl10N 6" & WfDER �190: MANUFACTURED 1�'OOD BEAMS � �� � '� �
<br /> B. M LSH IONG SLOTfED HOLE S �`�
<br /> BEL B OW LT. WT. UGHT WEtGHT C , 0 NO FQ MANUFACTURED/ENGINEERED WdOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON � _;
<br /> W t WALL PLATES
<br /> BEPI BOUNDARY EDGE NAIiJNG LW: UGHT VNEIGHT ��pa �pp� ���� 350Q 0.45 4 1 f1 N UN A110N AND STEM WALLS 2X4, 3X4 NEM-FlR STl1D 675 150 405 800 1.2E6 1�NE DRAWfNGS AS MANUFACiURED BY TRUS-JOIST OR APPROVED EQUAL, STORAGE, (.,� � �
<br /> B.F. BRACED FRAME ALL DESlGN AND CONSTRUCTION SHALL CONFORM TO TH 2O15 NTERNATIONAL BUILDING (CALCULATED AT 2500psi FOR ERECTiQN� AND tNSTALLATION SHALL BE PER MANUFACTURER SP�CIFlCATfONS. MICRQLAM
<br /> �- ,:- ,'
<br /> BLDG. BUILDING MAS. MASONRY CODE AS ADOPTED BY EVERETT WASHINGTQN. Q STRENGTH CALCULATIONS, NO SPEaAI AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILiED HOLES NdfTHOUT PRIOR p � c�
<br /> BLK. BLOCK MASN. MASONRY ' Q 4 INSPECTI�V REQUIRED.) 2X6, 3X6 H�M-FlR N0. 2 850 150 405 1300 1.3E6 ENGINEER OF RECORD APPROVAL SHOP DRAWINGS S'FIALL BE SUBMITTED PER THE �� �- � �
<br /> BLKG. BLOCKING MAT MATERIAL REQUIREMENTS OF SECTI0IV 01330. DESIGN MAIERiAL PROPERTIES SHALL BE AS FOLLOWS: � ,� d:
<br /> b1200: DESlGN LOADS . ' ,°` c, �n
<br /> BLW. BELOW MAX. MAXIMUM UVE LOADS 3000 0.45 4f1 5f1 NO EXTERIOR ON GRADE, �ag-� `� ' v z m
<br /> BM. BEAM M.B. MACHINE BOLT ROOF (SN0 1� 25 PSF DRIVEWAYS, CURBS� WALKWAY�, 2X 3X HEM-FlR N0. 2 850 150 405 1300 1.3E6 MEMBER E (PS�) Fb (PSI) Fcp (PSI) Fy (P�) = � �
<br /> B M U B R I C K M A S�1 R Y l J N I T M 8 M M E T A L B U i L D I N G M A N U F A C T U R E R P A T I O S, P O R C H E S, S T E P S E X P O S E D ' L V L = M I C R Q L A M 1.9 E 6 2 6 0 0 7 5 0 2 8 5 � � o
<br /> BN BOUNDARY NAIUNG MECH. MECHANICAL FLOORS (RESIDENTIAL) 40 PSF TO WEATHER, AND GARAGE fLQORS. PSL = PARALLAM 2.Q E6 2900 650 290 "�� {n .� c�t
<br /> BNDRY. BOUNDARY M.E.J.t�ASONRY EXPANSION JOINT 25Q0 0.50 5t1 Of1 NO AtL OTHER CONCRETE �p��g LSL = 1.75 TIMBERS�AND 1.55 E6 2250 750 400
<br /> B.O. BOTTOM OF MEZZ, MEZZANINE �10W LOAD DES(GN DATA:  - -
<br /> Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 9.0, 2X, 3X DOUGLAS FlR-LARCH N0. 2 900 180 625 1350 1.6E6 LSL RIM = 1.5' 11MBERSTAND RIM BOARD
<br /> B.O.E BOTTOM OF EXCAVATION MFR. MANUFACTURER ONE CDMPRESSION TEST MINIMUM SHALL BE GQMPILED FOR EVERY 150 CUBIC YARDS OR 4X QOUGLAS FlR-LARGH N0. 1 1Q00 180 625 1500 1.7E6 -: I-'-
<br /> B.O.F. BOTTOM OF FOOTING MIN. MiNIMUM 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A
<br /> BRDG. BRIDGE(ING) MISC. �IISCELLANEOUS 1MND DESIGN DATA: TEST SHALL BE TNE AVERAGE STRENGTH OF TWO CYL.INDERS MADE FROM THE SAME � � U �
<br /> BASIC 1MND SPEED: 110 MPH {ULT.} - 85 MPD (ASD) BEAMS AND POSTS 06196: PREFABRICATID PLYWOOD YMEB JOIST'S
<br /> BRG. BEARING MTL METAL SAMPLE AND TESIED AT TNE SPECIFlED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR Y EB
<br /> WIND IMPORTANCE FACTOR: iw = 1.0
<br /> BTM. BOTTOM INFQRMATION REGARDING POST TENSION{NG, FORM REMOVAL, STREN�TI-1 DEVE�OPMENT, OR 4X DOUGLAS FlR-LARCH N0. 2 9Q0 180 fi25 1350 1.6E6 PREFABRICATED PLYWOQD WEB JOtSTS SHALL BE 11iE SfZE ANQ TYPE SHOWN QN THE �<'�� ::°:� '. . �"-
<br /> WIND EXPOSURE: EXPOSIiRE B
<br /> BTWN. BETVVEEN (N) NEW OTHER PURPOSES. CONCRETE SHALL BE AGCEPTABLE IF: 6X DOUGLAS FlR-LARCH N0. 1 1200 170 625 1000 1.6E6 DRAVNNGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE,
<br /> TOPOGRAPHICAL FACTQR: Kzt = 1.0
<br /> . N.LB. NON-LOAQ BEARING 1. NO IEST FALLS 500 PSI BELOW THE SPEClFlED STRENGTH ERECTION, AND INSTALtATION SHALL BE PER MANUFA�TURER SPECIFlCAl10NS. JOIST
<br /> INTERNAL PRESSURE COEFFlqENT: GCpi = +/- Q.18
<br /> C CAMBER N0. NUMBER 2. THE AVERAGE OF ALL SETS OF 3 CONSECUIIVE IESTS DOES NOT FALL FLANGES SHALL NOT BE CUT. DRII.LED HOLES IN WEB SHALL BE PER MANUFACTURER �,
<br /> CAMB. CAMBER(ED) N.S. NEAR SIDE COMPONENT/CLAQDING WlND PRESSURE: P(C) = 25 PSF 2Q BEL4W THE SPECIFlED SIRENGTH. REQUIREMENTS. SHOP DRAWINGS SHALL, BE SUBMITTED PER THE REQUIREMENTS OF 1 �
<br /> CANT. CANTiLEVER(ED) N.T.S. NOT TO SCALE CONCRETE NOT MEETING THE ABOVE CRITEftIA SHALL BE SUBJECT TO FURTHER TESTING SECTION 01330. DESIGN LOADING AND DEFLECTI(N� CRITERIA SNALL BE AS FOLLOWS: ��, o
<br /> N.W.C.NORMAL WEIGHT CQNCRETE Fr4F��HQUAKE DESIqV DATA: AT NO ADDfTIONAL EXPENSE TO TIiE OWNER. c� �
<br /> CF CUBIC F�T SEISMlC IMPORTANCE FACTOR: le = i.0 06102• FRA1�!!NG NO'tES ti�. J` r��
<br /> G.I.P. CAST IN PLACE FRAMING CONNECTORS ACCESSORIES AND FASTENERS AS NOTED IN THE PLANS.AND TOP CHORD LIVE LOAD SEE UVE LOADS IN SECTiON Q12Q0 �,
<br /> Q.C. ON CEN7El2 SPECTRAL RESPONSE ACCELERATiQNS: Ss = 1.33 S1 = 0.505 RESHORING, IHHERE RE4UIRED. SHALL CANFORM TO AG 301 SECTION 4.6. SUBMfT ' ' TOP CHORD DEAD LOAD 12 PSF � � a
<br /> C.J. CONSTRUCTION JOINT DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TiE. EQUIVALENT HAftDWARE c7 '� �
<br /> O.D. OUTSIDE DIAMETER SITE CLASS: SITE CLASS E PROPOSED RESHORING PLANS TO THE ENGiNEER OF RECORD FOR REVIEW. BOTTOM.CHORD DEAD LOAD 6 PSF � , '� �
<br /> CL CENTER UNE MAY BE USED WITH PRIOR APPROVAL BY ENaNEER OF RECORD. INSTALL ALL HARDWARE Z
<br /> CLG. CEIUNG Q.F. OUTSIDE FACE (ASCE 7 20.3.1 EXCEPTION MET} pER MANUFACTURERS' SPECIFlCATIONS. WHERE STRAPS CONNECT TWO MEMBERS MECHANICAL LOAQS SEE MECHAN{CAL PLANS �'" o � o
<br /> �, ��� O.H. OPPOSITE HAND SPECTRAL RESPONSE COEFFICIENTS: SDS = U.798 SD1 = 0.808 CHAMFER Atl EXP4SED CORNERS PER THE ARGHITECTURAL PLANS OR 3/4 INCH IF NOT UVE LOAD DEFLEC110N L 480 `�' �'' �
<br /> OPNG. OPENING SEISMIC DESIGN CATEGORY: SEIS�ulIC DESIGN CATEGORY D SPECIFlED BY THE ARCHtTECT. TO�ETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE . � �'?.�d
<br /> COL COLUMN ppP. OPPOSITE BASlC FORCE RESISTING SYSTEM: BEARING WAIl SYSTEM SOLID BLOCKING AT ALL BEARING PDINTS. SEE SEC710N 06071 FOR FASTENER -yFj�
<br /> CONC. CONCRETE DESIGN BASE SHEAR: Cs � 0.123 W 0310Q: RDid�ORGNG STEEL REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER P DETAIL, OR
<br /> CONN. CONNEC110N ORNT. ORIENTATE(ION) R F NG STEEL DETA(UNG, FABRICATION, AND PLAt�IuIENT StiALL BE PER Aq SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER 1BC 7ABLE 2 4,10.1 ft TO
<br /> CONST. CONSTRUCTION OSB ORIENTED STRANQ BOARD RESPONSE MODIFlCATiON FACT�: R = 6.5 (UGHT-FRAME WALLS) 3 8 14. EINFORqNG STEEL SHALL MEET THE FQLLOWING REQUIREMENTS: TNE FASTENING SGHEDULE ON SHEET S1.1. �
<br /> �oNT ���N�os o.W�. OPEN WEB JOIST � ANALYSIS PROCEDURE: EQUIV�LENT LATERAL FORCE Q � B E A R I N G W A L L S T U D S C H E�U L E
<br /> C T S K. C Q U N T E R S I N K A S T M A-6 1 5 D E F O R M E D B A R S G R A D E 4 0 (f y=4 0 K S I) F O R �3 B A R S O N L Y N A I L S S H A L L B E C O M M O N U N L E S S N O T E D O T H E R W I S E C O M M O N N A I L D(M E N S I O N S A R E A S � tO � � N
<br /> CTR. CENTER ED PAR. PARALLEL 013�: GEO'iE(�I�lICAL lNFOR141A110N FOLLOWS• � � � � �, v�i M
<br /> t � ASTM A-615 DffORMED BARS GRADE 60 (f y=60 KSI) FOR �4 BARS AND LARGER • r- � o cc I
<br /> C Y C U B I C Y A R D P/C P R E C A S T E A R T H W O R K A N D F O U N Q A l 1 0 N S A R E T O B E C O N S I S T E N T W I T H T H E G E O T E C H N I C A L S N D S�Z E d Q o M o �
<br /> PEN PANEL E�GE NAfL ENGINEERING REE`AMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON AS't'M A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR Atl WELOABLE BARS {MALL TYPE L4CA�lON PLAlE SIZE A c�o � o� � n �
<br /> NAIL SIZE DIAMEfER LENGTH AND SpACING o o r- � cv �
<br /> d P E N N Y(N A I L S) P�P• . P E R P E N D I G E I L A R C O M P E T E N T N A T I V E M A T E R I A L O R B Y O T H E R M E A N S A S D E Fl N E Q $Y A U C E N S E Q ASTM A-i85 SMOOTH BA R (f y=6 0 K S I) FO R W E L DED W{RE FABRIC g d 0.1 3 1" 2.5" �
<br /> pL ptq� GEOIECHNICAL ENGINEER. EXIERI�t TYPICAL U.N.O. 2 X 6 2 X 6 � 16' �
<br /> DB DROPPED BEAM pL PROPERTY LINE REINFORCING FOR SLABS �I GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR 10d Q•148' 3.0" ppZ p�q� w �
<br /> DBA DffORMED BAR ANCHORS " " � o
<br /> DBL DOUBLE PW P�� CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED Wl1H THE FULLOWING PARAMEiERS FlBER MESH UNLESS NOTED OTHERWISE. PRQVIDE LAP SPLICES PER THE LAP SPUCE 12d 0.148 3.25
<br /> DCW DEMAND CRITICAL WELD PLMBG. PLUMBING PER GEOTECHNICAL REPORT �f'OLYGON-127-01 DAlID AUGUST 12, 2015 8Y GEODES! SCHEDULE ON ShlEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS� AND FOOTINGS 16d �.162' 3.5" CRAiNL SPACE TYPICAL 2 X 4 2 X 4 � 16' � w �
<br /> DEPT. DEPARTMEPIT PLIIWD. PLYWOOD INC: SHALL BE CONTINUOUS AROUNp CORNERS E1SE CORNER BARS SHALL BE PROViDED. � ,c,
<br /> DE7: DETAIL P� POUNDS PER SQUARE FOOT ALLOWABLE BEARING PRESSURE 20d0 PSF UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT INTERI�t TYPICAL U.N.O. 2 X 4 2 X 4 016'� � �
<br /> OF DOUGLAS FlR P� POUNDS PER SQUARE INCH ACTlVE EARTH PRESSURE (YEIIDING) 35 PGF COVER REQUIREMEIVTS SHALL BE AS FOLLON►S UNLESS NOTED OTHERWISE: SILL PLATES SHALL BE 5/8° DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRElE P� P� �
<br /> DIA. DIAMETER P•T. PRESERVATfVE TREATED ACTIVE EARTH PRESSURE (AT-RES� 55 PCF AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM � o
<br /> DIAG. DIAG�VAL PT POST TENSION(ED) PASSIVE EARTH PRESSURE 300 PCF � CONCRETE CAST AGAINST EARTN OF TWO 64LTS PER SILL PIECE WITH ONE BO�T LOCATED NOT MORE 1NAN 1Y NOR LESS ��� W� �,o� o = �"
<br /> COEFFlqENT OF FRICTION 0.3Q ALL BAR S�ZES . . . . . . . . . . . . . . 3" THAN 4.5" FROM EACH END OF THE PIECE. A 3"X3"X0.229" PLATE WASHER SHALL BE �
<br /> DIAPH. DIAPHRAGM 1. SEE SHEAR WALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING� BLOCKING, AND PLATE v� � Q
<br /> DIM. DIMENSION QTY. QUANT{TY SOIL PROFlLE SITE CLASS E FORMED SURFACE EXPQSED TO EARTH �R VIEATHER PROVIDEQ FOR ALL ANCHOR BOLTS (DQ NOT COUNTER-SINK PLATE WASFiERS). A 13/16" NAItJNG. > o a
<br /> DN. DOWN �6 AND LARGER . . . . . . . . . . . . . . 2 X 1 3/4" DIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASNQZ IS ALLOWED WITH A � � �
<br /> D.O. DITfO(REPEA� R. RADIUS ALL FDUNDAl10N INSTALLATIONS ARE SUB CT TO APPROVAL OF THE IOCAI BUIL[}ING #5 AND SMALLER . . . . . . . . 1 1/2" STANDARD C11T WASHER. 2. SEE SAWN LUMBER STRUCTURAL NOTES THIS SHEET FOR SPECIES & t�2ADE OF WALL 3 �
<br /> DP. DEEP RAD. RADIUS INSPECTOR OR A 110ENSED GEOTECHNICAL ENGINEER. CONCRETE NOT EXPOSED�TO�EARTii.OR WEATHER PLATES AND STUDS. Z z a
<br /> � D.S. DRAG STRUT RE: REFERENCE WALLS AND JOISTS N o � � A
<br /> REF. REFERENCE 4 AND 8 SARS . . . . . . . . . . 1 1 2" �103: JOlST AND BEAM H/1�dGERS . . k' � a � Q
<br /> DWG. DRAWING(S) R E I N F R E I N F O R C E M E N T(I N G) 0 1 3 3 0� S F I�' D R A V�'t V G S U S M l T�'A L P R Q� � � � • J O I S T A N D B E A M H A N G E R S A S N O T E D I N T H E P L A N S S H A L L B E A S M A N U F A C T U R E D B Y 3. SECl1RE SlLL PLATES TO CONCRETE WITH �/8 DiA. ANCHOR BOlSS AT 48 O.C. TYP. a o 5 N = v
<br /> 1 BARS AND SMALLER . . . . . . , . . 3 4 . UNLESS NOTEQ OTHEFtWiSE. REFER TO THE SHEAR WALL SCHEDULE SHEET S1.1 FOR a a z N
<br /> D W L D O W E L(S) }�E 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 Q B E S U B M I T T E Q T O 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 � � S I M P S O N S T R O N G-1 1 E. E Q U I V A L E N T N A R D W A R E M A Y B E U S E D W l 7}i P R I O R A P P R O V A L B Y
<br /> SLABS AND JOISTS ADDITIONAL INFORMATION. � � � �
<br /> R.F. R I G I D F R A M E FOR APPROVAL PRIOR TO FABRtCAT10N. IF SHOP DRAWINGS DIFF'ER FROM THE APPROVID b ENGINEER OF RECORD. JOIST ANQ BEAM NANGERS SHALL BE INSTALLED PER W w �n � �
<br /> (E) EXISTING �14 AND �18 BARS . . . . . . . . . . 1 1/2 � � w ,�.� �
<br /> �. �� R.O. ROUGH OPENING DESIGN DRAWINGS, NEW DE51GN DRAWINGS BEARING 7HE SEAL AND SIGNATURE OF A �11 BARS AND SMALL�R . . . . . . . . 1" MANUFACTURERS' SPECIFlCAl10NS AND SHALL BE AS FQLLOWS UNLESS NOT�D OTHERWISE 4. SEE DETAIL 5/S9.0 FOR TOP PI.ATE SPLICE. � o � a
<br /> EE. EACH END R.S. ROUGH SAWN L1�ENSED STATE OF WASHiNGTON STRUCTURAL ENGINEER SHALL BE SUBMITTED ALaNG BEAMS, COLUMNS PER PLANS OR QETAILS: c�
<br /> WITH THE SHOP DRAWINGS TQ THE BUILDING OFfiCIAL FOR APPROVAL PRIQR TO 5. EXTERIOR WALLS AT VAULTED AREAS ARE TQ BE BALLOON FRAMEd. �
<br /> EF. EACH FACE PRIMAftY REINFORCEMENT . . . . . . . 1 1 2"
<br /> SCH. SCHEDULE FABRICAl10N. � MEMBER SIZE HANGER z � M N . w
<br /> E.J. EXPANSION JOlNT TIES, STIRRUPS, AND SP(RALS . . . t 1 1/2' SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE 6. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS OF SAME SIZE AS STUDS
<br /> EL ELE1/ATfON Sa- STRUCTURAL COMPOSIIE WOOD
<br /> ELEV. ELEVATOR SCFIED. SCHEDULE SNOP DRAWINGS ARE REQUIRED F4R fOR PREFABRICATED WQOD TRUSSES. REINFQRCING STEEL SHAIl BE ACCURATELY PLACED AND ADEQUAiELY SECURED IN PLACE 3.125s WfDE GLULAM BEAM HGUS3.25/10 pBOVE. WHERE HEIGHT OF STUD DCCEEDS 4 FEET, CONTACT ENGINEER FOR PR�ER S7UD
<br /> SHT SNEET 5.125" WIDE GLULAM BEAM H6US5.25/14 S1ZE AND SRAqNG. PROVIDE SHEATHING, NAILING, AND I�UDSILL ANCHORAGE AS SPECIFlED
<br /> EMBD. EMBED(MENT) SIM. SIMILAR CALCULATIOPIS BEARING TNE SEAL AND S�GNATURE QF A UCENSED STATE QF OREGON PRIOR TO C4NCRETE PLACEMENT. REINF�RCING STEEL SHAIl NOT BE FlELD BENT EXCEPT 6.75" WIDE GLULAM BEAM HGUS6.88/1� FpR Wpu. qgp�,
<br /> EN EDGE NAIL S.J. SHRINKAGE CONTROL JOINT STRUCTURAL ENGINEER SHAtl BE SUBMITTED ALQNG W1TM Z}iE SHOP DRAWINGS FQR AS NOTED IN THE DES(GN DRAWINGS. VVELDlNG OF R�NFORCING STEEL SHALL NQT BE
<br /> ENG. ENGINEER �W �EW��� PRffABRICATID PLATED WOOD TRUSS'ES. PERMITTED 1MTHOtJT PRIOR ARPROVAL OF THE E�IGINEER OF' RECORD EXCEPT AS NOTED 8.75" WIDE GLULAM BEAM HGU9.00-SDS
<br /> EQ. EQUAL ON THE DESIGN DRAWINGS.
<br /> . s.o.�. SLAB ON GRADE "" A ° »' 0 RQUGH FRAMING NAILING SCHEDULE �
<br /> EQPT. EQUIPMENT MANUFACTURED WOOD I JO[ST IUS SERIES 1'0 MATCH i JQIST SIZE
<br /> SRC. SPACE(S) (ING) 01400: INSPECTIONS AND SPEt�AL INSPECTIONS
<br /> E:W. EACH WAY 1.75" WIDE PSL OR LVL BEAM 'LBV" SERIES TO MATCH DEPTH .
<br /> EXP. EXPANSION SPEC. SPECIFlCATION(S) THE CONTRACTOR SHAIl BE RESPONSIBLE TO COORDINATE ALL INSPEC710NS REQUIRED �071; p�yATiVE TREATED W�OD PRODUCTS 2.69" WIDE PSL BEAM "LBY' SERIES TO MATCH DEPTN �
<br /> D(ST. EXISTING SQ. SQUARE BY THE LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATE[? WOOD SHALL BE RE(�JIRED FOR ALL WOOD 1HAT FORMS THE 3,�' ywpE PS'L. QR LVL. BEAM "GLTY SERIES TO MATCH DEPTH ROUG�i F1RAI�G M� �E (N LlEU OF � TABtE 1Q1
<br /> � �R�� STD. STANDARD STRUCTURAL SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT 5.25° WIDE PSL OR lYL BEAM �GLN SERIES TO MATCH D�PTH Q
<br /> STGR. STAGGER SPEC{AL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OGCUPANqES 11NLESS BUIIDING APPURTUNENCES THAT ARE EXPOSED TQ TNE V�EATHER WITHOUT A�EQUAIE „ A COMNEGTION FASTENING
<br /> STIFF. STIFFENER(S) OTHERV'�ISE REQUIRED BY THE BUILDING OFFlqAL. PR4TECT10N FROM A ROOF, EAVE� OVERHANG OR OTHER COVERING TO PREVENT 7 WIDE PSL BEAM HGLN' SERIES TO MATCH DEPTH 1. �ST TO Sill OR GIRDER (3) 0.131" X 3' TOENAILS
<br /> FAB. FABRICAl10N MOISTURE OR WATER ACCUMULA110N AT THE SURFACE OR AT JOINTS BETWEEN NIEMBERS. 2 BRIDGING TO JaST
<br /> FB FLUSH BEAM STIR. STIRRUP(S) 3) 0.131" X 3' TOENAILS EA. END
<br /> FDN. FOUNDATION STL. STEEL �1481: S7R11CTt1RAL OBSERVATIOl�t ���' �R��� � �'� ����� 3. 1X6 OR LESS SUBFLR. TO JST. 2 0.131" X 25' FACE NAIL
<br /> STRUCTURAL QBSERVAl10N IS �VOT REQUIRED: SHRINKAGE IN WOOD ERAMING IS DUE T4 LOSS OF MOISTURE CONTENT AND TO � )
<br /> F.F. FlNISH FLOOR STRUC. STRUCTURAL ALL WOOD INSTALLED ABOVE GROUND AND RESIING ON AN EXTERIOR C�VCREIE OR COMPRESSION OF ASSEMBUES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND 4. WIDER THAN 1X6 SUBFlR. TO JST. (3) 0.131' X 25" FAf� NAIL
<br /> FlN. FlNISH(ED) STRUCT. STRUCTURAL MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH.
<br /> FLG. FLANGE SUSP. SUSPENDED(TION� ��� ��N ���� ����� MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT 5. 2' SUSFL�t TO JST./GIRDER (2} 0.161" X 3.5' BUND dc FACE NAIL
<br /> �, �ppR SYMM. SYMMETRICAL THE QUALITY ASSUftANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS POSTS OR COLUMNS SUPP(�T1NG PERMANENT STRUCTURES AND SUPPORTED BY A TO ACC�MMODATE 1/4 INCH PER FLQOR WOOD SHRINKAGE THE USE OF KIW DRIED 6. SOLE PLAIE TO JST. OR BllCG. 0.131" X 3' AT 8" Q.C. TYP. FACE NAIL
<br /> NOlED IN SEC110N 01400 AND THE STRUCTURAL 48SERVAl10N NOTED IN SECTION Oi441 CONCRETE SLAB OR FOOTING THAT IS IN DIRECT.CONTACT WITH THE EARTH. EXCEPT LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEtuIBERS PRIOR TO ' ' 'AT BRACED WALL PANQ (4) 0.131` X 3' AT 16" O.C. FACE NAIL
<br /> FN FlELD (FACE} NAIL HAVE BEEN COMPLETED AND THAT SUPPORTING OOCUMENTAION NOTED IN SUqt SECTIQNS � APPUCATION OF FlNISHES WILL HELP CONTROL BUT WILL NOT EUMINATE SHRINKAGE. 7. T� PLATE TQ S1UD t3) 0.131" X 3" END NNL
<br /> F.O. FlNISHED OPENING T. TOP HAS BEEN PROVIDED. 1. IF LOCATEU IN BASENIENTS ON A CONCREIE PIER OR METAL PEDESTAL 1 INCH 8. STUD TO SOLE PLATE 4 U.131' X 3' T�lAIL
<br /> F.O.C. FACE OF CONCRETE T.&B. TOP AND BOTTQM � �
<br /> F.O.M. FACE OF MASONRY 1�P• TEMPORARY ABOYE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE ���p; y�ppp �EpTMg�y� (OR} (3) 0.131' X 3" END NAIL
<br /> F.O.S. FACE OF STUD QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR SIRUCTURES OF UGHT WOOD FRAMlING BARRIER.
<br /> T.&G. TONGUE AND GROOVE STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 9. DOUBLE S1UDS 0.131' X 3` AT 8" O.C. FACE NAiI
<br /> F.O.W. FACE OF WALL THK. THICK(NESS) WITN DESfGN SPECTRAL RESPONSE AT SHpRT PERIODS, Sds, NOT EXCEEDING 0.50g. AMERICAN PLYINOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D tNT APA 10. DOUBLE TOP PLATES 0.131' X 3" AT 8" O.C. TYP. FACE NAIL
<br /> F R M. F R A M E(I N G) T H R D. T H R E A D E D QUAUTY ASSURANCE RLAN IS NOT REQUIRED FDR Vl9NQ EXPOSURE B WHERE BASlC 1MND 2- �F iN AN ENCLOSED C R A W L S P A C E OR AN UNEXCAVATED AREA WITHIN THE �T}{ �I O R G L U E (C D X). O R I E N T E D S T R A N D B O A R D (O S S) P A N E L S S H A L L B E D O U B L E T� P L A T E L A P �L I G E (2 0) 0.1 3 1' X 3" F A C E N A I L S
<br /> SPEED IS LESS THAN 120 MPH. BUILDING PERIPHERY AND SUPP�RTED BY A CONCRETE PIER OR PEDESTAL MORE t1. �ST/RAF7ER BLKG. TO PLATE (3) 0.131 X 3 TOENAILS
<br /> F.S. FAR SIDE 1N TOE NAIL EXPOSURE 1. PANELS SHALL HAVE TNE FOLLOWING THIqCNESS, SPAN RATING, AND •
<br /> THAN 8 INCHES FROM Q(POSED C,ROUND AND SEPARATED THEREFRQM BY AN FASTENING UNLESS NQT�D OTHERIMSE FER PLAN: »
<br /> FT. FEET(FOQ� T.O.S, TOP OF SHE#1TH1NG(5LA6) IMPERVIOtlS MOtSTURE BARRIER. �� Fl� f 2. RIM JOIST TO TOP PtATE 0.131 X 3" AT fi O.C. TOENAIL +,
<br /> FRTW FlRE RETARDANT TftEATED WOOQ �O.W. TOP OF WAL1 SUMMARY: A QUAIJTY ASSURANCE PLAN IS NOT REQUIRED BY COQE FOR THIS NAILS NAILS 13• TOP PLATE LAP INTERSECTlONS (3) 0.131' X 3' FACE NNL � �i
<br /> FTG. FOOTING TRANSV. TRANSVERSE STRUCTURE. 3. SLEEPERS AND SILLS ON A CDNCRETE SLAB QN GRADE TtiAT DOES NOT HAVE AN » M 14. DOUBLE 2X �IST/HEADER 0.131' X 3" AT �2" FACE NAIL EA. EOGE O
<br /> T.O.S., TOP OF' STEEL . ROOF: 7/16 40/20 C-Q APA CDX T&G 8d AT 6 8d AT 12" (5) 0,131" X 3" TOENAIL � � �
<br /> GA. GAUGE rn'• �'���- IMPERVfOUS MOISTURE SARRIER SEPARATION W1TH EXPOSED EARTi-I. 15. �ElUNG ,XNSTS TO PLATE
<br /> p�70p; p(E(�� �(,�p��� Fi�(?OR: 3j4" APA RATED STIiRD-I-ELOOR OSB 40/20 T&G 10d AT 6" 10d AT 12' 16. CONTiNUQUS HEADER TO STUD (4} 0.131' X 3" TOENAILS "� �..� �
<br /> GALV. GALVANIZE(D) INSTALLAl10N OF ALL STRUCTURAL COMPONEIdTS SHALL BE AS REQUIREQ PER ALL LOCAL 4. LEDGERS AND FURRING ATTACHED DIRECiLY TO THE INTERIOR OF EXTERIOR SHEARWALL: 7/16" C-D W/EXTERIQR GLUE SEE SCHEDULE SHEET 51.1 c�
<br /> GB. GRADE BEAM U.N.O. UNLESS NOTED OTHERN�iSE CODES. 17. CLG. J.S� LAP AT PARTiTiQNS (4) 0:131" X 3' FAt� NAiI O 4.� �
<br /> GLB GLUE LAMINATED BEAM U/S UNQERSIDE CONCRETE OR MASONRY WALLS BELOW GRADE. qLL ROOf AND FLOOR SHEATHING PANELS SHALL BE 1NSTALLED FACE GRAIN 18. CLG. JST. TO PARALLEL RAFIER {4) 0.131' X 3� FA(� NAIL �
<br /> GRD. GRADE PRESER�ATIVE TREATMENT Sf�ALL BE PER AMERICAN VIQOD PRESERVERS' ASSOqATION P�P�DICUL�R T� SUPPORTS ANQ IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE 19. RAFTER TO PLATE (3} 0.131" X 3' TOENAIL '`""'� �
<br /> f M � O
<br /> GN►B GYPSUM WALLBOARD V. VERTiCAL �� �� ��Cn� PER PLAN. BLQCKING RT INTERMEDIAIE fL00R AND R0� SH�ATHING JOINTS SHALL NOT 20. 1X BRACE TO EA. STUD & PLATE (2) U.131 X 3 fACE NAII �
<br /> GYP. GYPCRETE VERT. VERTiCAL �AWPA) SPEqFlCAIION G2 AND C9 OR APPLlCABLE STANDARDS. BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE 21. 1X8 OR L�S SHTG. TO EA. BRG. (2) 0.131� X 3" FACE NAIL �� � U
<br /> ALL SITE CONSTRUC110N SHALL BE CANSISTENT IMTH THE GEOTECHNICAL ENqNEERING . .
<br /> V I F V E R I F Y I N Fl E L D B L O C K E D A T A LL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDIlLE 2 2 W I p E R T I i A N 1 X$ S H T G. T O B R G. (3) 0.1 3 1 X 3 F A C E N A I L � �
<br /> REC�PAMENDATIONS AS NpTED IN THE GEOTECHNICAL ENqNEERING REPORT �$EE SECTION ALL FASIENERS (NAtLS BOLTS ANCHOR 80LTS PEATES HANGERS ETC.� IN CONTACT �
<br /> H. HORIZONTAL 0 1 3 0 fl A N D I N S U B S E Q U E N T D 1 R E C 1 1 V E S. W I T H T R E A T E D L U M S E R�S H A I l B E C 4 R R O S I O N R E S f�T A N T G-1 8 5 H Q T D I P P E D G A L Y A N I Z E D 23.BUILT-UP CQRNER S1UDS (3) 0.131" X 3' AT 16" O.G FACE NAIL � �
<br /> HD HOLDOWN W ��Et��TM) } PER ASTM A153 OR STAINLESS ST�EL. 24.BU1LT-UP qRDERS AND BEAblS Q.131' X 3" AT 12" EA EDGE STA� �"'1 � .� �
<br /> H.D.G. HOT DIPP�D GALVANIZED W/ WI1N 02260: EXCAYATION SUPPORT AND PR03ECTi0Pi 06176: METAL PLA'1E CONM�CTED WOOD TRUSSES � .� � �
<br /> HDR. HEADER W/0 W{TNOUT EXCAVATIQN F� FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PREMANUFACTUREd PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND �� � �
<br /> HGR. HANGER WD. WOOD SHALL COMPLY WITH THE TRUSS PLATE INST1Ti1TE (ANSI/TPI 1-2002 NATIONAL DES1(�I � l
<br /> HORZ HORIZaNTAL W.H.S. WELDED HEADED STtlDS MATERIAL PER THE GEOTECHNICAL EN�INEERING RECOMMENDATIONS. OVER-EXCAVAIID. � STR U CT.0 R AL D R AWI N G LI S T CC� �
<br /> AREAS SHALL BE BACKFlLLED WITH LEAN CONf�RETE OR PER GEOTECHRIICAL STANDARD FOR METAL PLATE CONNECTED 4VOOD TRUSS CONSTRUC110N) AND OSSC V � �
<br /> HORIZ HORIZONTAL W.P. WORK POINT REGOMMENDAl10NS AT THE CONTRACTOR S EXPENSE. SECTION 2303.4. SHOP DRAW(NGS AND CA1..CULATIONS SHALL BE SUBMITTED PER THE � O
<br /> HR HEADER W.S. WELDED SND REQUIREMENTS OF SECTION 41330. DESIGN FOR THE SPANS AND CQNDITIONS SHOWN QN �+
<br /> H.S.B. HIGH STRENGTH BOLT WL WEIGHT S'HEET DESCRIPTION DATE C C 3 4� bA
<br /> EXCAVAliON SLOPES SHALL 8E SAFE AND SHALL NOT BE GREATER THAN THE LIMITS THE PLANS, LOADS PER SECTI�W 012Q0, AND THE FOLL0IMNG: �
<br /> HT. HEIGHT W.W.F. WELDED WIRE FABRIC SPECIFlED BY LOCAL, STATE, AND NA110NAL SAFETY REGUUITIONS. ROOF +� �i N �
<br /> I.D. INS�DE DIAMETER X-STG EXTRA SIRONG TOP CHORD LIVE LOAD SEE SEC110N 01200 S1.0 STRUCTURAL NOTES 11/06/14 �-/'� � � �Q
<br /> I.E. INVERT ELEVATION XX-STG DOUBLE fXTRA STRONG INSTALLATION OF CONSTRUCTI�V SHOR(NG, IF REQUIRED, SHALL BE PER THE SHORiNG , TOP CHORD DEAD LOAQ 10 PSF St.1 SHEARWALL SCHEDULE AND DETAILS i1/O6/14 ti�1
<br /> I.F. INSIDE FACE
<br /> DRAWINGS, NOTES, AND SPECIFlGATIQNS. TOP CHORD DRAG LOAD SEE PI.AN S1.2 HOLDOWN SCHEQULE AND DETAILS 1�/O6/14
<br /> � X�p TOP CHORD NET WIND- UPLIFT 7 PSF (NE7�
<br /> 02300: BACKFlLL AND t�RACTiON BOTTOM CHQRD DEAD LOaD 5 PSF S6.Q TYPICAL FOUNDATiON DETAILS 11/O6/14
<br /> BACKFlIl SHALL NOT BE PLACED UNTIL THE RE�AOVAL OF FQRMWORK AND OF ANY HYAC SEE MECHANICAL. S6.1 MISCELLANE4US DETAILS 11/06/14
<br /> DEBRIS. BACKFlLL BEHIND ALL WALLS SHALL NOT BE PLACED UN11L THE WALLS ARE ' UVE LOAD DEFLECTION L/360 S6.2 TYPfCAL BASEMENT DETAILS 11/O6/14
<br /> PROPERLY SUPPORTED. ALL BACKFlLL MATERIAL AND PLACEMENT PROCE�IiRES SHALL BE
<br /> . CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECONIMENDATIONS. S9.0 TYPICAL FLOOR FRAMING DET.AIL� 11/O6/14 i
<br /> S9.1 TYPICAL ROOF FRAMING DETAILS 1i/06/14
<br /> �
<br />
|