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<br /> _ 1 ABBREVIATfQNS 0 S T R U C T U R A L N � T E �
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<br /> k AND IN. INCHE(S) 01000: t�NERAL REQUlREMlENTS 06100: Ral1GH FRAblING 06185: SIRUCTURAL GLUED LAM4NATED 11M8ER o
<br /> � AT INFO. INFORMA110N
<br /> THE STRUCTURAL NOIES SUPPLEMENT THE PLANS AND SPEGFlCAl1tNJS. ANY CONCRETE CONSTRUCTION SHALL t�NFORM TO 111E AMERICAN CQNCREfE INSTiTUTE STANDARD AG SAWN LUMBER SHALL CQNFORM TO WEST COAST LUMBER INSPE��ION BUREAU (WCUB) GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION �
<br /> ' FEET(F00� INT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS� NOTES, SPECIFlCAIiQNS, SITE CONDI110NS, 318-14 °BUILDING CODE REQUIRENlENTS FOR STRUCTURAL CONCREZE". "GRADING AND DRESSING RULES" N0. 17 tAIEST EQITION. SAWN LUMBER SHALL BE S4S (AITC) (DENTIFlCATIQN MARK. EXPOSED MENlBERS SHALL RECEIVE QNE COAT OF END
<br /> " INCH INCHES AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUNiBER SEALER ARPUED IMMEDIATELY AFTER TRIMMING IN OTHER SHOP OR FlELD. SHOP �
<br /> C UMBER �T JOIST CORRECT T1iE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISC01tERY OF CEMIEN7 AND C�i(�2ETE SHALL CONFORM TO 1BC SEC110N 1903 & 1904. ADMIXTURES SHALL BE FROM WEATHER AND PROVIDE FURTHER DRYING OF' ASSEMLED FRA�IING TO MINIMIZE 4RAWINGS SHALL BE SUBMfTTED PER THE RE(�t1tREMENTS OF SEC110N 01330. QESIt�! ., ,,
<br /> � POUND(S)� N �. JOINT THE DISCREPANGY SHALL BE DONE AT THE CONTRACTQR'S RISK. REFER TO APPROVED BY THE ENGINE�ER � RECORD. 7HE U� OF WATER SIX.UBLE CHLORIDE IQN SHAIl NOT BE WQOD SHRINKAGE.POTENTIAL. ALL LUMBER EXPOSEQ TO WEATHER OR tN CONTACT WITH MATERIAL PROPERTIES SHALL BE AS FOLLOWS: �
<br /> - OR MASONRY SHAIL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER �,'� U �
<br /> EQUAL(S) ARGHITECTURAL PLANS FOR OPENINGS, ARCHITECTiJRAL TREATMENTS, AND D(MENSIONS USED, �Q��E� �
<br /> � NOT SHOWN. CONSt1LT MECHANICAL PLANS FOR DUCT� AND PIPES ETC. NQT SHOV'dN. SPECIES GRADE, USE COMB1NAl10N SYMBQL SPECIES . CAMBER ° Z �
<br /> P� K K1PS(100Q) AND PROPERIIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS
<br /> � SIMPLE SPAN BEANI 24F-V4 DF/DF STANDARD <� � v
<br /> A.B. ANCHOR 60LT 't�lE GON7RACTOR 5'FIALL SUBMIT �11X DESit�IS TO ENqNEER QF RECORD FdR APPROVAL FQUR Y�EEKS �,N.O. PER PL,AN/SCHEDULE:
<br /> V. ABOVE �-�►T LATERAL THE CONTRAC70R SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR 'iEMPORARY PRIOR TO PLACING CONCRE(E. MIX DES�GNS �IALL BE RE111EYJED FaR CON F O R M A N C E T O I B C F b Fv Fcp Fc E C O N T I N U O U S B E A M 24F-V8 DF/DF ZERO
<br /> A B C O N S T R U C T I O N L O A D S .A N D F O R S T R U C T U R A I C O M P O N E N T S A S R E Q U I R E D D U R I N G S E C�1(N d S 1904 AND 1905. U S E/L O C A l 1 Q N SPECIES GRADE (PSI) (PSI) (PSI} (PSI) (RSI) CANTILEVER BEAM 24F-V8 DF/DF ZERO
<br /> � m
<br /> ADD. ADDI110NAL l.e• POUND(S� GTt N. BACKFlLL BEHIND WALLS SHAII NOT BE PLACED UNTiL THE WALLS ARE 4 _ = o
<br /> ERE 0 ,� WALL STUDS/BLOCKING � �
<br /> ADJACENT LB. LAG BOLT{S) S ALL MEET THE FOLLOWING REf�l11REMENTS: UNEXP'OSED GLUED LAMINATED TIMBER SHALL BE iNRUSTRIAL GRADE. TYPtCAL, UNLESS �
<br /> ADJ. CONCRETE MiX DESI(�i S'tl EM-FlR STUD 675 15Q 405 800 1.2E6 Sg � � � .N �
<br /> ALUM. ALUMINUM LG. LONG(ITUD(NAL} PROPERLY SUPPORTED. 2X, 3X H
<br /> ALT. ALTERNATE LGTH. LfNGTH 4" IMDE NOTED OTHERWISE EXPOSED GLUED LAMINATED T}MBER SHALL BE APPEARANCE
<br /> E CONTRACTOR SHALL BE RESPONSIBLE FOR CQORDINATION OF ALL WORK. 1}iE 28 flAY MAX. MAX. AIR SPECIAL LOCATION PER ARCHITECT. � � �
<br /> APPRX. APPROXIMATE(Ll� LGMF UGHT GAUGE METAL FRAMING TM � � �
<br /> LLH LQNG LEG HORtZONTAL CONTRACTOR SHALL BE RESPQNSiBLE FOR THE CQORDINA710N OF THE EXCAYAl10N, SIRENGTH W/C SLUMP ENTRAINMENT WSPEC110N AND 2X, 3X HEM-ElR PtO. 2 850 150 405 13Q0 1.3E6 � c��z
<br /> TIES. CALL THE IRED APPUCATION » �^h�� � �
<br /> ARCH. ARCHITECT(URAL) �V LONG LEG VERTICAL . SHORING, AND OTNER WORK WITH ALL UTIUTIES AND ADJACENT PROPER fc (PSI� RATlO (INCHES) (PERCENI� REQU 6 & WIDER 0&190: MANUFACTURED Y�OOD BEAMS -4 �, p� �
<br /> ASSY ASSEMBLY U11UTY LOCATE SERVlCE PRIOR TO ANY WORK AT 1-8�-332-2344. MANUFACTt1REfl/EiVGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHQWN ON � �,
<br /> B. BOTTOM L.SH LONG SLOTTED HOIE(Sj � ' ,
<br /> BEL BELOW LT. WT. LIGHT WEIGHT 0 NQ FO WALL PLATES THE DRAWINGS AS A�ANUFACTUREQ BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, W � ^
<br /> BEN BOUNDARY EDGE NAfL1NG LW. UGHT WEIGHT ��pp: �pE ��p�� 350Q 0.45 4 1 t1 N N ATION AND STEM WALLS 2X4, 3X4 HEM-FlR STUQ 675 150 405 800 1.2E6 y
<br /> �0• CALCULATED AT 25 s� FOR ERECTION, ANQ INSTALLATION SHALL BE PER MANUFACTURER SPEClFlCAT10NS. MICROLAM � v
<br /> B.F. BRACED FRAME ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO TH 2O15 NTERNATIONAL BUILDING STRENGTH CALCULATIO�WS, NO SPEGAL AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES 1MTHOUT PRIOR p � c�
<br /> BLDG. BUILDING MAS. MASONRY CODE AS ADOPTED BY EVERETT. WASHINGTON. `� INSPEC710N REQUIREQ. ENGINEER OF RECORD APPROY�kL SHOP DRAWINGS SHALL BE SUBMITTED PER THE � � �
<br /> � ) 2X6, 3X6 HEM-FlR N0. 2 850 150 405 1340 1.3E6
<br /> BLK. SLOCK MASN. MASONRY 4� REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOIlOYVS: U � �
<br /> ;� ' z
<br /> BLKG. BLOCKING MAT. MATER1AL b12� DESIGN LOAQS 3000 0.45 4f1 5t1 NO EXTERIOR B ON GRADE, ��g� Mp�gq� E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � �?
<br /> BLW. BELOW �AAX. �lAXIMUM LIVE LOADS
<br /> g�, gEq� M.B. MACHINE BOLT ROOF SNO 25 PSF DRIVEWAYS, CURBS, WALKWAYS, y(, 3X HEM-F(R N0. 2 850 150 405 1300 1.3E6 �� � MICROLAM 1.9 E6 2600 750 285 .+ � o
<br /> ( � PAiIOS, PORCHES, STEPS EXPOSED
<br /> ETAL BUII.DING MANUfACTURER PSL = PARALLAM 2.0 E6 2900 650 290 �� ` (1) r+ �
<br /> BRIqC MASONRY UNIT MBM M q.p p�
<br /> MU SIDENTIAL THER AND GARAGE FLOORS. '�"""��
<br /> B FLOORS �R� )
<br /> BN BOUNDARY NAIUNG MECH. MECFtANICAL TO WEA ,
<br /> BNDRY. BOUNDARY M.E.J.MASONRY EXPANSION JGINT OAD DESIGN DATA: 250Q 0.5D 5f1 Of1 NO ALL OTHER CONCRETE �p�g L�L = 1.75" TIMSERSTAND 1.55 E6 2250 750 400
<br /> �IOW L 2X, 3X UOUGLAS FlR-LARCH N0. 2 900 180 625 1350 1.6Efi LSL RIM = 1.5" TIMBERSTAND RIM BOARD � � f�
<br /> B.O. BOTTOt�A OF MEZZ. MEZZANINE pg = 20 PSF� Pf = 14 PSF'. Ce = 1.0, is = 1.Q Ct = t.0. ONE CQMPRESSION TEST MtNlMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR � �
<br /> B.O.E. BOTTOM OF' EXCAVATION MFR. MANUFACTURER 4X DOUGLAS FIR-LARCH N0. 1 1000 180 625 1500 1.7E6
<br /> BOTTOM OF F(30TING MIN. MINlMUM 5000 SQUARE FEET OF SURFACE AREA FOR EACH M!X DESIGN PLACED EACH DAY. A �` U
<br /> B.O.F. WIND DESIGN DATA: TEST SFiAIl BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM TNE SAME � � '-<
<br /> BRDG. BRIDGE(ING) MISC. MISCELLANE(?US BASIC WIND SPEED: t10 MPH (ULT.) - 85 MPD {ASD) SAMPIE AND TESTED AT THE SPEGFlED AGE. ADDITiONAL CYUNDERS MAY BE MADE FOR ���' ���� �'� Y� '�� :..}. �...���' �
<br /> BEARING M T L M E T A L ACTOR: iw = 1.0 BEAMS AND POSTS ��
<br /> B R G. W I N D I M P O R T A N C E F i N F O R M A T I Q N R E G A R D I N G R O S T T E N S I O N I NG, FORM REMOVA L, STRENGTH DEVEIORMENf, OR P R E F A B R I C A T E D P L Y W O O D W E B JOISTS S HALL BE THE SIZE AND TYPE SHOV�'N ON THE �` ;`'k. -;, �, -:
<br /> BTM. BOTTOM WIND EXPOSURE: EXPOSURE B 4 X DOUGLAS FlR-LARCH N0. 2 900 180 625 135 0 1.6 E 6 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$-J 0 1$T O R A P P R O V E D E Q U A L S T O R A G E,
<br /> BTWN. BETWEEN �N) N� TOPOGRAPH[CAL FACTOR; Kzt = 1.0 OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: g�( DOUGLAS FlR-LARCH N 0. 1 1 2 Q 0 1 7 0 6 2 5 1 0 0 0 1.6 E 6 �E�¶p�,�� A N D (N S T A L L A l 1 0 N S H A LL B E P E R M A N U F A C T U R E R S P E q Fl C A T 1 0NS. JOIST
<br /> N.L B. N O N-L O A D B E A R I N G 1. �VO TEST FALLS 500 PSI BELOW THE SPECIFlED STRENGTH F L A N G E S S M A L L N O T B E C U T. D R I L L E D H O L E S I N V M E B S H A L L B E P E R MANUFAC7URER u,
<br /> C C A M B E R N0. NUMBER INTERNAL PRESSURE COEFFlqEIVT: GCpi = +/- 0.18 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL REQUIREMENTS. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF �
<br /> CAMB. CAMBER(ED) N.S. NEAR SIDE COMPONENT/CLADDING �IIIND PRESSUR� P(C) = 25 PSF � CONCRETE NOT MEEIING THE ABOVE CRITERIA SHAI.L BE SUBJECT TO Fl1RTHER TEST{PI6 SECTION 01330. QESIGN LOADING AND DEFIECTI4N CRITERIA SHALL BE AS FOLLOWS: 3 l� o �
<br /> CANT. CANIILEVER(ED) N.T.S. NOT TO SCALE �7}��JqKE DESIGN DATA; AT NO ApDi110NAL EXRENSE TO THE OWNER. �
<br /> CF CUBIC FOOT N.W.C.NQRMAL W'EIGHT CONCRETE SEISMIC IMPORTANCE FACTOR: le = La Osto� FRAt�INc No1Es l f��`
<br /> FRA�IING CQNNECTQRS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND TOP CHORD LII� LOAD SEE LIVE LOADS IN SECTI(N�i 01200 �, �
<br /> C.I.P. CAST IN PLACE SPECTRAL RESPONSE ACCELERATIONS: Ss = t.33 S1 = 0.505 RESHORlNG, WHERE REQUIRED, SHAtl GONFORM TO ACt 301 SEC110N 4.6. SUBMIT TOP CHORD DEAR LOAU 12 PSf' a� , a
<br /> O.C. 4N CENTER DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TiE. EQUIVALENT HARQWARE
<br /> C.J. CONSTRUCTION JQINT SITE CLASS: SITE CLASS E PROPOSED RESHORING PLANS TO THE ENGlNEER OF RECORD FOR REVIEW. BOTTOM CHORD DEAD LOAD 6 PSF � � � '� z
<br /> O.D. OUTSIDE D1AM�TER MAY BE USED WITH PRiOR APPROVAL BY ENGINEER � RECORD. IHSTALL ALL HARDWARE MECHANICAL lOADS SEE MECHANICAL PLANS H o � o
<br /> C L C E N T E R L I N E O.F. OUTSiDE FACE (A S C E 7 2 0.3.1 E X C E P T I O N M E T}
<br /> CLG. CEILING H, Q P P O S I T E H A N D SPECTRAL RESPONSE CQEFFlCIENTS: SDS = 0.798 SD1 = 0.808 CHAMFER ALI, EXPOSED CORNERS PER THE ARCHITECTt1RAL PLANS OR 3/4 INCH IF NOT P� �A N t i F A C T U R E R S' S P E C 1 F i C A T 10NS. WtiERE STRAPS CONNECT TWO MEMBERS J' � �
<br /> UVE LOAD QEFLECTtON Lf480 � �y
<br /> TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIQE ?
<br /> C�R• C L E A R �' SEISMIC DESIGN C A T E G O R Y: S E I S M I C U E S t G N CAiEGORY D SP E CI FlED BY TiiE ARCHITECT. SO U D B L O C K I N G A T A L L BEARING POINTS. SEE SECTION 06071 FOR �ASTENER ��
<br /> COL COLUMN �P��• QPENING ,
<br /> CONC. CONCRETE OPP. OPPOSITE B A S I C F D R C E R E S I S T 1 N G S Y�T E M: B E A R I N G W A L L S Y S�'E M p,g�pp; Rp�VF�2(�NG STEEL R E Q U(R E M E N T S A T T R E A T E D L U M B E R. 7 Y P I C A L N A ILiNG NOT SHOWN PER P DETAIL, OR
<br /> C O N N. C O N N E C 1 1 0 N O R N 7 ORI�NTATE(ION) DESIGN BASE SHEAR: Cs = 0.123 W R F ING STEEL DETAtUNG FABRICATION AND PLACEMENT SHALL BE PER Aq SqiEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 23 4.10.1 R TO
<br /> CONST. CONSTRIlCTION OSB QRIENTED STRAND BOARD RESPON S E ROCE URE O N F A C T O R: EQUIVALElIT LATERAL MFORt��) 4 � t4. EINFORqNG STEEL SHAIl MEET THE F0110WING REQUIREM E N T S: T H E F A S T E N I N G S C H E D U L E O N S N E E T S 1.1. � 3 BEARIN� VIfALL STUD SCHEDULE
<br /> ANALYS S ❑ � `� � �* n
<br /> C�IT. CONIINUOS O.W.J. OPEN WEB JOIST �
<br /> CTSK. COUNTERSINK ASTM A-615 DEFORMED BARS GRADE 40 (fy=44 KSI) FOR �3 �ARS ONLY NAILS SHAIl BE COMMON UNCESS NOTED OTHERIMSE COMMON NA1L DIMENS�ONS ARE AS �a � � � � � �
<br /> �� ����� PAR. PARALLEL Q1� �0����� ����An� ASTM A-615 DEFORMED BARS GRRDE 60 (fy=60 KS�� FOR #4 BARS AND .LARGER FOLLOWS:
<br /> STUD SIZE ¢ o o M o r,� r�
<br /> C Y C U B I C Y A R D P/C P R E C A S T EARTHWORK AND FOUNQATIONS ARE TO BE CONSISl'ENT WlTH THE GEOTECHNICAL A S T M A-7 0 6 D ff O R M E D B A R S G R A D E 6 0 (f y=6 0 K S I) f O R A L L V V E I.D A B L E B A R S A � � � � r N
<br /> WAIl. TYPE L�ATION PLJ�►1E S7ZE ql�fQ. SPACING o o � = � �
<br /> P E N P A N E L E D G E N A I L E N G i N E E R I N G R E C O M M E N D A T t O N S. A LL F O U N D A l 1 0 N S A R E T O B E F O U N D E D ON N A I L S I Z E D I A M E T E R L E N G T H
<br /> d PENNY(NAILS) P�P• P�P�Q���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 F I N E D B Y A U C E N S E D A S T M A-1 8 5 S M O O I N B A R (f j�6 0 K S I) F O R W E L D E D W I R E F A B R I C g d 0.1 3 1" 2.5" IX T E R I O R T Y P I C A L U.N.�. 2 X 6 2 X 6 � 1 6' � �
<br /> DROPPEQ BEAM P L P�� GEOTECHMCAL ENGINEER. 10d 0.148' 3.0" PER PLAN
<br /> DB R E I N F O R C I N G F O R S L A B S O N G R A D E S H A t l B E 6 X 6 W 1.4 X W 1.A� W E L D E D W I R E F A B R I C OR � �
<br /> DBA DEFORMED BAR ANCHORS P� PROPERTY UNE FlBER MESH UNLESS NOTED OTHERWISE PROVIDE LAP SPUCES PER THE LAP SPUCE 12d 0.148" 3.25" �' o
<br /> pW p�pN CONVENTIQNAL FOUNDATIONS HAVE BEEN DESIGNEQ WITN 7HE FQLLOWlNG PARAMETERS CRAWL �ACE T1fRtCAt 2 X 4 2 X 4 016' �
<br /> DBL DOUBLE p�gG. PLUMBING PER GEQTECHNICAL REPORT �POLYGON-127-01 DATED AUGUST 12, 2015 BY GEODESI SCHmULE ON SHEET 56.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS 16d 0.162' 3.5'
<br /> DCW DEMAND CRITICAL WELD SHALL BE CONIINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. � �
<br /> PLYWD. PLYWODD INC: UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCMOR BOLTS AT INTERIOR TYPICAL U.N.O. 2 X 4 2 X 4 � 16" � o
<br /> DEPT. DEPARTMENT p� POUNQS PER SQUARE FOOT ALLOWABLE BEARING PRESSURE 2040 PSF
<br /> DET. DETAIL pg� PflUNDS PER SQUARE INCH ACTIVE EARTH PRESSURE (YEILDING) 35 PCf COVER REaUIREMENTS SHAL1 B� AS FOLLOWS UNLESS NOTED OTHERVIflSE: SiLL PLATES SHALL BE 5/8" DIAM�TER WlTH 7" MINIMUM�EMBEQMENT INTO CONCRETE P� ¢ '�
<br /> DF DOUGLAS FlR p,T PRESERVA7IVE TREATED AC71VE EARTH PRESSURE (AT-REST) 55 PCF AND SHALL. BE SPACED NOT MORE TNAN 4 FEEf APART. THERE SHALI. BE A MINIMUM �' o
<br /> CONt�tETE CAST AGAINST EARTH OF TW4 BOLTS PER SILL PIECE WITH ONE BOIT LOCATED NOT MORE THAN i 2" NOR LESS �
<br /> DIA. DIAMETER RE 300 PCF » M 3'X3"X0.229' PLATE WASHER SHALL BE B���G WAII. IJQTES: o U o
<br /> PT POST TENSION(ED) PASSIVE EARTH PRESSU
<br /> DIAG. QIAGONAL COEFFlGENT OF FRICTION 0.30 ALL BAR SIZES . . . . . . . . . . . . . . 3 THAN 4.5 FROM EACH END OF THE PIECE. A 1. SEE SHEAR WALL SCHEDULE SHEET S1.1 FOR WlALL SHEATHING, BLOCKING, AND PLATE � � a
<br /> DIAPH. DIAPHRAGM FORMED SURFACE EXPOSED TO EARTH OR WEATHER PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK PLATE WASHERS). A 13/16" NAILiNG. � �
<br /> DIM. DIMENSION Qn• Q���n SOIL PROFlLE SITE CLASS E
<br /> DN. DOWN �6 AND LARGER . . . . . . . . . . . . . . 2" X 1 3/4" DIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASHER IS ALLOWED WlTli A
<br /> R. RADIUS ALL FOUNDATION INSTALLATIONS ARE SUB CT TO APPROVAL OF THE LOCAL BUILDING �5 AND SMALLER . . 1 1/2" STANDARD CUT WASHER. 2. SEE SAWN LUMBER STRUCTURAI, NOTES THtS SHEET FOR SPEqES & GRADE � WALL Z Q N
<br /> D.O. D I T T O(R E P E A� RAQ. RADIUS INSPECTOR 4R A llCEN S E D G E O T E C H N I C A L E N G I N E E R. C O N C R E T E N O T E X P O S E Q T O�E A R T N�O R W E A?H E R PLATES AND STUDS. `�'
<br /> cn o � �
<br /> D P. D E E P R� R��� W A L L S A N D J O I S T S » Q 6 1 0 3: J O I S T A N D 6 E A M H A N t�R S
<br /> 3. S E C U R E S I L L P L A T E S T O C O N C RETE WITH 5 j8" DIA. ANC H O R B O L T S A T 4 8' O.C. T Y P. o W � � �
<br /> D.S. DRAG STRUT R�. R��� �14 AND �18 BARS . . . . . . . . . . 1 1/2
<br /> JOIST AND B E A M H A N G E R S A S N O T E D I N T H E R L A N S S N A L L B E A S M A N U F A C T I i R E D B Y �' v?
<br /> DWG. DRAWING(S) REINF. REINFORCEMENT{ING) 01330: SHQP DRAV�iNG SUBMITTAL PRO� �11 BARS AND SMALLER . . . . . . . . , 3/4" UNLESS NOTED OTHERWISE. REFfR TO THE SH E A R W A LL S C H E D U L E S H E E T S 1.1 F O R n- a z
<br /> DVYL. DOWEL(Sj SHOP DRAIMNGS ARE TO BE SUBMtTTED TO THE ARCHITECT AN ENGINEER OF R E C O R D SLABS AND JOISTS SIMPSON SIRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ADDITIONAL INFORMATION. W w va-i � � '
<br /> REQ. REQUIRED EPIGINEER OF RECORD. JOIST AND BEAM HANGERS S H A L L B E I N S T A L L E D P E R
<br /> R.F. RIGID FRAME F O R A P P R O V A L P R I O R T O F A B R(G A T I O N. I F S H O P D R A W I N G S D I F F E R F R O M T H E A P P R O V E D �1 4 A N D �1 8 B A R S . . . . . . . . . . 1 1/2" MANUFA 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 LL O W S U N L E S S N O T E D O T H E R W I S E
<br /> A L A N D S I G N A T U R E O F A 4. SEE DETAIL 5/S9.0 FOR TOP PLATE SPU C E. � � � °- c�
<br /> (E) EXISIING R.O. ROUGH OPENING DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SE #11 BARS AND SMALLER . . . . . . . , 1 RER PLANS OR DETAtLS' �
<br /> EA. EACH R.S. ROUGN SAWN LICENSEQ STATE OF WASHINGT�N STRUCTllRAL ENGINEER SHALL BE SUBM(TTED ALONG gEpMS, GOLUMNS
<br /> E.E EACH END WITH THE SHOP DRAWINGS TO THE BUILDING OFFICIAL F4R APPROVAL PRIOR TO . _ . . . 5. �XTERIOR WALLS AT VAULTED AREAS ARE TO BE BALLOON FRAMED.
<br /> PRIMARY REINFORCEI�ENT . . 1 1/2" MEMBER SIZE HANGER z � �' `� w
<br /> EF. EACH FACE �, SCHEDULE FABRICAl10N. ,
<br /> E.J. EXPANSION JOINT g� STRUCTURAL COMPOSITE WOOD 11ES, STIRRUPS, AND SPIRALS . . . 1 t j2" SAWN LUMBER "U" SERIES TO MATCH LUMB 6. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS OF SAME SIZE AS S D
<br /> EL ELEVATtON SCHED. SCHEDULE SHOP DRAWINGS ARE REQUIREQ FOR FOR PREFABRICATED WOOD TRUSSES. 3.125" WIDE GLULAM BEAM HGUS3,25j10 ABOVE. WHERE HEIGHT OF STUD EXCEEDS 4 FEET, CONTACT ENGINEER FQR PROPER STUD
<br /> ELEV. ELEVATOR �T ��T REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADE(�tlATELY SECURED IN PLACE 5,�25* WIDE GLULAM BEAM HGUS5.25/10 SIZE AND SRACING. PROVIDE SHEATHING, NAlUNG, AND MUDS�LL ANCHORAGE AS SPECIFlED
<br /> EMBD. EMBED(MEN1� ��. �yM�� PRIOR TQ CONCRETE PLACEMENT. RDNFORCtN6 STEEL SHALL NOT BE FlELD BENT EXCEPT
<br /> CALCULATIONS BEARING THE SEAL AND SI(�JA711RE OF A LICENSED STATE OF OREGON 6.75� WfDE GLULAM BEAM HGUS6.88/10 fOR WALL ABOVE.
<br /> EN EDGE NAII g.�. SHRINKAGE CONTROL JOINT STRUCTURAL qJGiNEER SHALL BE SUBMITTEQ ALONG 1MTH THE SHOP DRAWlNGS FOR AS NOTEQ 1N THE DESIGN DRAWINGS. VVELDING OF RQNFORGNG STEEL SHALL NOT BE 8 7�p �p� �ULAM BEAM HGU9.00-SDS
<br /> . p�G, pdqNEER �w. ���Ep� P R ff A B R I C A T E D P L A T E D W O O D T R U S S E S. PERMITTED WITHOUT PRIOR APPR4VAL OF THE ENqNEER QF RE�ORD EXCEPT AS NOTED
<br /> EQ. EQUAL S.O.G. SLAB ON GRADE ON THE DESIGN ORAWINGS.
<br /> MANUFACIURED WOOD -�" JQIST •��5� SERIES TO MATCH p�" J�ST SIZE 0 R pu�H FR AM I N G N AI LI N G SCH ED U LE
<br /> EQPT. EQUIPMENT SpC. SPACE{S) (ING) 01400: INSPECTIONS AND SPEqAL INS'PEC110NS 1J5" IMDE PSL OR LVL BEAM "LBV° SERlES TO MATCN DEPTH ,
<br /> EW. EACH WAY �pEC. SPECIFlCATION(S) TH� CONTRACTOR SHAL�. BE RESPONSIBLE TO COORDINATE AI1 INSPECTIONS REQUIRED pgp71• pRE�VA'IiVE TREATED VI(OOQ PR4DUCT5 2.69" WiDE PSL BEAM "LBV" SERIES TO MATCH DEf'TH
<br /> EXP. D(PANSION �, SQUARE BY THE LOCAL BUILDING DEPARTMENT. PRESERVATIVE �'REATED WOOD SHAtl BE REQUIRED FOR ALL WOQD THAT FORMS THE ROUGH �a G NAII.�+lG 9qiEDULE (�1 t�U OF tBC TABLE •10.1
<br /> EXST. EXISTING gTp. STANDARD STRUCTURRL SUPPORT OF TI-}E BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT 3.5" WIDE PSL OR LVL BEAM 'GLTV" SERIES TO MATCH DEPTH
<br /> _ OUT ADEQUATE 5.25" WIDE PSL OR LVL BEAM 'GLTV" SERIES TO MATCH DEPTH �N��J�� FAST�tiNG �
<br /> EXT. EXTERIOR STGR. STAGG�R SPEGAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R 3 OCCUPANCiES UNLESS BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER iMTH
<br /> STiFF. ST1fFENER(S) flTHERWISE REQUIRED BY THE BUILDING OFFlCIAL PROTECTIQN FROM A ROOF, EAVE, aVERHANG OR OTHER COVERING TO PREVENT 7" VdIDE PSL BEAM 'HGLN SERfES TO MATCH DEPTH i. J�ST T4 SILL OR qRDER (3) 0.131" X 3' TOENAILS
<br /> FAB. FABRICATION MOISNRE OR WAlER ACCtfMULAl10N AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS. 2. BRIDqNG TO ,J�ST (3} Q.131' X 3" TOENAILS EA. END
<br /> FB FLUSH BEAM STIR. STiRRUP(S) p14p1; STRUCIURAL OSSERVAliON 06104: SHRINKAGE OF V�OOD fRAMING 3. 1X6 �t LESS SUBFLR. TO JST. (2) 0.131` X 25" FACE NAIL
<br /> FDN. FOUNDATION �11- �� SHRINKAGE IN WOOD FRAMING 1S DUE TO LOSS OF MOISTURE CONTENT AND 70 , .
<br /> F.F. FlNISH �LOOR STRUC. STRUCTURAL STRUCTURAL OBSERVATION IS NOT REQUIRED. ALL WOOQ INSTALLED ABpVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR GpMPRESSiON OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING� ELECTRICAL, AND 4. 1�IDER THAN 1X6 SUBFLR. TO JST. (3} 0.131 X 25 FACE NAIL
<br /> N�SFt Ep STRUCT. STRUCTURAL � ���� MASONRY �OUNDAiION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. MECHANICAL SYST�MS AS WELL AS EXTERIOR FlNISNES SHALL BE DESIGNED AND BUI�T 5. 2" S'l1BFL00R TO JST./GIRDER (2) 0.161" X 3.5" BUND dc FACE NNL
<br /> FlN. Fl ( ) 01402: QUAUTY ASSURAN TO ACCOMMODATE 1/4 INCH PER FLOOR WQOD SHRINKAGE. THE USE OF KiLN DRIER 6. SOLE PLATE TO JST. OR BLKG. 0.131' X 3" AT 8' O.C. TYP. FACE NAIL
<br /> ��. �qJ�� SUSP. SUSPENDED(TION) }}{E QUAUTY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTtONS POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A LUMBER. AND PROVfD1�1G A DRYING PROCESS TO THE FRAMING MEMBERS PRIUR TO ' * 'AT BRA(�D WALL PANEL (4) 0.131" X 3" AT 16' O.C. FACE NAIL
<br /> �. �ppR SYMM. SYMMETRtCAL NOTED. IN SEC110N 01400 AND Tti� STRUCTURAL OBSERVATION NOTED IN SECTION 0140t �p�qZ� ��q@ pR F0071NG THAT IS IN DIRECT CONTACT VIflTH THE EARTH. EXCEPT;
<br /> FN FlELD (FACE) NAIL HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NQTED IN SUCH SECTI4NS APPLICATION OF FINIStiES iMl1 HELP C4NTROL BUT WILL NOT ELIMINATE SHRINKAGE. 7. TOP PLATE TO SND (3) 0.131' X 3" END NAIL
<br /> F.O. FlNISHED OPENING T. TOP HAS B�EN PROVIDED. 1. tF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PFDESTAt. 1 INCH 8. S1UD TO SOLE PLATE (4) 0.131" X 3" TOENAIL
<br /> F.O.C. FACE OF CONCRETE T.&B. TOP AND BOTTOM ABOVE THE SLAB AND S�PARATED THEREFROM BY AN IMPERVIOUS MOISIURE pg�gp; y�Opp SHEATNtNG (OR) (3) Q.131" X 3" END NAIL
<br /> F O.M. FACE OF I�ASONRY 1EMP• TEMPORARY (�UALITY ASSURANCE PLAN !S NOT REQt11RED FOR STRUCTtJRES OF LIGHT WOOD FRAMING EARRIER, STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 9. DOUBLE STUDS 0.131" X 3" AT 8" O.C. FACE NNL
<br /> T.&G. TONGUE AND GROOVE
<br /> F.O.S. FACE OF STUD WITH DESIGN SPECTRAL RESP�ISE AT SHORT PERIODS, Sds, NOT DCCEEDING Q.50g. AMERICAN PLI�INOOD ASSOqATION. WOOD SHEATHING PANELS SHALL BE C-D 1NT APA 10. DOt1BLE TOP PLATES 0:131" X 3' AT 8 O.C. TYP. FACE N ,
<br /> F.O.W. FACE OF WALL THK. THICK(NESS) � 2. IF 1N AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE ��}{ ���OR GLUE (CDX). ORlENTED STRAND BOARD (OSB) PANELS SHALL BE DOUBLE TOP PLATE LAP SPUCE (20) Q.131" X 3" FACE NAILS
<br /> FRM. FRAME(ING) THRD. THREADED QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR IMND EXPOSURE B WHERE BASiC WIND BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEQESTAL �lQRE �(pOSURE 1. PANELS SHALL HAVE THE f'OLLOWING THICKNESS, SPAN RATING, AND t1. ,lOIST/RAFTER BLKG. TO PLATE (3� 0,131 X 3" TOENAILS
<br /> F.S. FAR SlDE TN TOE NAIL SPEED IS LESS THAN 12Q MPH. THAN 8 1NCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN FASTENING UNLESS NOTED OTHERWISE PER PLAN: 12. RIM �ST TO TOP PLATE Q.131 X 3' AT fi' O.C. TOENAIL '�"�
<br /> FT. FEET(F00� T.O.S. TOP OF SHEATHING(SLAB) E� IMPERVIOUS MOISTURE BARRIER. EDGE FlELD 13. TOP PLATE LAP INTERSECTIONS (3) 0.131' X 3" FACE NAIL � '�'�
<br /> F R T W Fl R E R E T A R D A N T T R E A T E D Y�O O D T.O.W. T O P O F W A L L S U M M A R Y A Q U A U T Y A S S U R A N C E P L A N I S N O T R E Q U I R ED BY CODE FOR THIS NAILS NAILS 1 4. D O U B L E 2 X J O I S T/N E A D E R D.1 3 1" X 3" AT 1Y FACE NAIL EA. m(� ^ l �
<br /> FTG. FOOTING 1RANSV. �RANSVERSE STRUCTURE. 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN RppF. ���gN 40�20 C-D APA CDX T&G 8d AT 6" 8d AT 12" • • � � �
<br /> T.O.S.. TOP OF STEEL IMPERVIOUS MOISTURE BARRIER SERARATION WITH EXPOSED EARTH. �ppR; 3 f4 APA RATED STURD-I-FLOOR OSB 4Q/20 T&G 10d AT 6" 10d AT 12" 15. CEILING JOlSTS TO PLATE (5) 0.131 X 3 TOENAIt
<br /> TYP. TYPICAL 01700: EXEW110A1 REt�U1R�+1�1TS � 16. CONTINU4US HEADER TO STUD (4) Q.131" X 3' TOENAILS � �
<br /> GA. GAUGE SHEARWAIl: 7/16" C-D W/EXTER�OR GLUE SEE SCHEDUtlE SHEET St.1
<br /> GALV. GALVANIZE(Q) 1NSTALLAl10N OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER At1 LOCAL 4. tEDGERS AND FURRiNG ATTACHED DIRECAY TO THE INTERIOR 0�' D(TERIOR i7. q.G. JSt LAP AT PARTI110NS (4) 0.131" X 3' FACE NAIL � �2,
<br /> GB. GRADE BEAM U.N.O. UNLESS NOTED OTHERWfSE CODES. CONCRETE OR MASONRY WAIt.S BELOW GRADE. 18. CL�. JST. TO PARALLEL RAFTER (4) 0.131' X 3" FACE NAIL ►7
<br /> ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRA1N �g, Rq� TO PLATE (3) 0.131" X 3" T�IAIL �� �
<br /> U S UNRERStDE � �
<br /> GLB GLUE LAMINATED BEAM � PERPENDtCULAR Tt} SUPPORTS AND 1N A STAGGERED PATTERN UNLESS NOTED OTHERWISE �J
<br /> GRD. GRADE � �.��AL PRESERVAl'IVE 1REATNAENT SHALL BE PER AMERICAN WQOD PRESERYERS' ASSOGA�tON p�R PLAN. BLOCKING AT INTERMEDIATE FLOOR ANLI R�F SHEATHING JOINTS SHALL NOT 20. 1X BRACE TQ fA. S1UD dc PLATE (2) 0.131" X 3" FACE NAIL U
<br /> TA
<br /> GWB GYPSUM WAl1B0ARD p , �� ����npt,� (AV�PA) SPEClFlCA710N C2 AND C9 OR APPLICABLE STANDARDS. BE REQUIRED UNLESS N�TED OTHERIMSE PER PLAN. SHEA�WALL SHEATHING SHALL BE 21. 1X8 �t LESS �ITG. TO EA. BRG. (2) 0.131" X 3' FACE NAIL �
<br /> VERT. VERTICAL �� � °
<br /> GYP. GYPCRETE ALL TE CQNSTRUCTION SHALL BE CQNSISTENT WITH THE GEOTECHNICAL ENGINEERING BLOCKED AT ALL EQGES WITH 2X QR 3X FRAMING PER SHEARWAIl SCHEDULE 22.1MDER THAN 1X8 SHTG. TO BRG. (3� 0.131" X 3' FACE NAII � � � �
<br /> VIF VERIFY IN FlE1D �
<br /> H HQRIZQNTAL RECOMMENDATIONS AS NOTED IN THE GEOTECNNICAL ENGINEERING REPORT (SEE SECTION ALL FASTENERS (NAILS, BOLTS, ANCHOR 80LTS, PLATES, HANGERS, ETC.) IN CONTACT 23.BU1LT .-UP CORNER S1UDS (3) Q:131' X 3' AT 16" O.C. FAt� NAIL � •� �
<br /> 01300) AND 1N SUBSEQUENT DIRECTIYES. WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPEQ GALVANIZED • 24.BUILT-UP GIRDERS AND BEAMS 0.131" X 3' AT 12" EA. ED(� STAG(�RED �"'�
<br /> HD HOLDOWN W. WIDE(WIDTH) PER ASTM A153 OR STAINLESS STEEL 06176. METAL PLA'tE CONl�'EC1ED � TRUSSE.S � .� � �
<br /> H.D.G. HOT DIPPED GALVANfZED W/ iMTH p2260: EXCAYAl1QN SUPPORT AND PROTECIIQN
<br /> HDR. HEADER W/0 WITH4UT EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN T4 UNDISTURBED NATiVE PREMANUFACTURED PLA?ED WOOD TRUSSES SHAtI BE MANUFACTURER DESIGNED AND O
<br /> SHALL COMPLY IMTH THE TRUSS PLATE INSTITUTE (ANS{/TPI 1-2Q02, NATIONAL DESIGN � � r� �,Z,
<br /> HGR. HANGER WQ. WOOD MATERIAI, PER THE GEOTECHNICAL EIVGINEERING RECOMMENDAl10NS. OVER-EXCAVATID [�5 STR U CTU R AL D R AWI N G LI ST � „
<br /> HORZ HORIZONTAL W.H.S. WELDED HEADED STUDS AREAS SHALL BE BACKFlLIED WITH LEAN GONCRE7E OR PER GEOTECHNICAL . STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CQNSTRUCTION) ANU OSSC
<br /> RIZONTAL W.P. WORK POINT � pEN� SEC110N 2303.4. SHOP DRAWINGS AND CALCULATIONS SNALL BE SUBMITTED PER THE � �
<br /> HORIZ. HO RECOMMENDATIONS AT THE CONTRACTOR S EX REQUIREMENTS OF SECTiON 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON �� D���� DATE � � �
<br /> HR HEADER W.S. WELDED STUD
<br /> H.S.B. HIGH STRENGTH BOLT WT. WEIGHT EXCAVAl10N SLOPES SHAtl BE SAFE AND SHAtl NQT BE GREATER THAN THE UMITS THE PLANS, LOADS PER SECTION 01200, AND TNE FOLLOWING: ,�� • '�'� � O
<br /> H T. H E I G H T W.W.F. W E L D E D W{R E F A B R I C $p E C I Fl E D B Y L O C A L, S T A T E, A N D N A l 1 0 N A L _S A F E T Y R E G U L A T 1 0 N S. ROOE S1.0 STRUCTURAL NOTES 11/D6/14 rn
<br /> T Q P C H O R D U V E L O A D S E E S E C T I O N 0 1 2 0 0 g�,� SHEARWALI SCHEDULE AND DETAiLS 11/06/14 `� l � W P-+
<br /> I.D. INSlDE DIAMETER X-STG EXTRA STRONG INSTALLATION OF CONSTRUCTION SH�ING, IF REQUIR�, SHALL BE PER THE SHORING . T O P C H O R D D E A D L O A D 1 0 P S F
<br /> I.E. INVERT ELEVATION XX-STG DOUBLE fl(TRA STRONG DRAWING NOTES AND SPECIFlCATlONS. TOP CHORD DRAG LOAD SEE PLAN 51.2 HOLDOWN SCHEDULE AND DE?AILS 11/O6/14
<br /> I.F. INSIDE FACE �' ' 70P CH4RD NET WIND UPLIFT 7 PSF (NE�
<br /> YD YARD 02300: BACKFlLL AND �AMPACTIQN � BOTTOM CHORD D�AD LOAD 5 PSF S6.0 TYPICAL FOUNDAl10N DETAILS 11�06/14
<br /> BACKFlLL SHALL NOT BE PLACED UN11L TNE REMQVAL. QF FORMWORK AND OF ANY HVAC SEE MEGHANICAL S6.1 M(SCELLANEOUS DETAILS 11/06/14
<br /> DEBRIS. BACKFlLL BEHiND AU. WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE UYE LOAD DEFLECTION L/360 56.2 TYPICAL BASEMENT DETAILS 31/06/14
<br /> PROPERLY SUPPORTED. ALL BACKFlLL MATERIAL AND PLACEMENT PROCEDURES SHALL BE
<br /> CONSISTENT WITH THE GEOTECHN{CAL ENGINEERING RECOMMENDATIONS. S9.0 TYPICAL FLOOR FRAMING DETAILS 11/O6/14 e
<br /> S9.1 TYPICAL RUOF FRAIuIING DETAILS 11/06/14
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