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<br /> � 0 ABBREVIATIONS 2 �
<br /> ❑ STRU
<br /> GTURAL NOTES
<br /> & AND IN. INCHE(S) 09000: ��AL REQUI�B�.'�TS �� �
<br /> 06i08: R�(�1 FRA���G 0�1�5: STR�Clt9��`". t'LUED LI���AlED 1���R o
<br /> � AT INFO. INFORMAl10N THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY CONCRETE CONSTRUC110N SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALL CONFORM TO W�ST COAST LUMBER INSPECTION BUREAU (WCLIB) GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTiON � �
<br /> ' FEET(F00� INT. iNTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFlCATiONS, SITE CONDI110NS,
<br /> " INCH (INCHES) AND ARCHOTECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". "GRADING AND DRESSING RULES' N0. 17 LATEST EDITION. SAV�N LUMBER SHALL BE S4S (AITC) IDENTIFICATION MARK. EXPOSED MEENII��RS SHALL RECEIVE ONE COAT OF END �
<br /> AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER SEALER APPUED IMMEDIATELY AFTER TRIA�MING IN EITHER SHOP OR FlELD. SHOP � •
<br /> � POUND(S), NUMBER �TT JOINT CORRECT TH� DISCREPANCY IN WRITING. ANY �JORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO IBC SEC110N 1903 dc 1904. ADMIXNRES SHALL BE FROM V'�'EATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAt�ING TO MINIA�IZE DRAWINGS SHALL BE SUBMITTED PER THE REQUIREI�ENTS OF SECTION 01330. DESIGN _ �'
<br /> EQUAL(S) THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR S RISK. REFER TO APPROVED BY hIE EtdGINEER OF RECORD. THE USE OF �'A7ER SOLUBLE CHLORIDE ION SHALL NOT BE WOOD SHRINKAGE POTENIIAL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT IP�ITH MATERIAL PROPERTIES SHALL BE AS FOLLOWS: ' -�=�-<� � �
<br /> / PER ARGHITECTURAL PLANS FOR OPENINGS, ARCHIIECTURAL TREATHIENTS, AND DI�lENSIONS USED. CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUA96ER '�� _; (j +, r°' °
<br /> K KIPS(1000) NOT SHOV�N. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHO�CcR�. ' � � �
<br /> SPEGIES, GRADE, AND PROPERTIES fOR EACH USE/LOGAl10N SHALL 6E AS fOLLONJS USE COMBINAT10P1 SYMBOL SPECIES CAMBER �"�;�-.� z �
<br /> A.B. ANCHOR BOLT THE CONTRACTOR SNALL SUB��IT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROYAL FOUR WEEKS U.N.O. PER PLAN/SCHEDULE: S6��PLE SPAN BEAM 24F-V4 DF/DF STANDARD ` � ; - � � '
<br /> ABV. ABOVE LAT. LA�RAL THE CONTRACTOR SHALL PROViDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY PRIOR TO PLACING CONCRETE. MIX DESIGNS SHAIl BE REVIE�tED FOR CONFORMANCE TO IBC Fb Fv Fcp Fc E CONTINUOUS BEAM 24F-V� DF/DF ZERO ����
<br /> A D D. A D D I T I O N A L LB. POUND(S) CONSTRUCTI O N L O A D S A N D F O R S T R U C T U R A L 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 1 0 N S 1 9 0 4 A N D 1 9 0 5. U S E/L 4 C A T 1 0 N S P E C I E S G R A D E P S I
<br /> ADJ. ADJACENT L B. LAG BOLT(S) E R E C T I O N. B A C K Fl L L 6 E H I N D W A L L S SHALL NOT BE PLACED UNT1L THE WALLS ARE O (P S I) (P S I) (P S I) (P S I) C A N T I L E V E R B E A M 2 4 F-V 8 D F/D F Z E R O �:`,� c� �
<br /> � 'r=�-''r � �
<br /> PROPERLY SUPP4RTED. CQNCRETE �lIX DESI6NS SHALL MEET THE FOLLOI�NG REQUIRE�lENTS: WALL STUDS/BLOCKING UNEXPOSED GLUED-LAMlNATED TIMSER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS � � �:� �
<br /> ALUM. ALUMINUM LG. LONG(ITUDONAL) 2X 3X HEM-FlR STUD 675 150 405 800 1.2E6
<br /> ALT. ALTERNATE LGTFl. LENGTH 4"�1�IDE NOTED OTHERNdISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS '� �°" � � � � :� .
<br /> THE CONTRACTOR SHALL 6E RESPONSIBLE FOR COORDINA110N OF ALL WORK. THE 28 DAY MAX. MAX. AIR SPECIAL LOCATION PER ARCHITECT. �y�� ;`} � � �?
<br /> APPRX. APPROXI�lATE(LY) LG�1F UGHT GAUGE METAL FRAt�BNG COAITRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATIOPd, STRENGTH W/C SLUP,�P ENIRAINMENT INSPECTION AND c�
<br /> ARCH. ARCHITECT(URAL) LlH LONG LEG HORIZONTAL .
<br /> ASSY ASSEMBLY LLV LONG LEG VERT1CAL SHORING� AND OTHER WORK Y�7TH ALL UTlU11ES AND ADJACENT PROPERT1ES. CALL THE f c (PSI) RATIO (INCHES) (PERCEN� REQUIRED APPLICAT10N 2X, 3X HEM-FlR N0. 2 � 850 150 405 1300 1.3E6 j�=��-°:. � � �
<br /> B. BOTTOM LSH LONG SLOTTED HOLE(S)
<br /> UTILITY LOCATE SERVICE PRIOR TO ANY �dORK AT 1-�04-332-2344. 6 & Y�7DER Q5i90: t�A(dU�AC'NRED Yd'� ��S _.� •� �
<br /> BEL BELOV'J LT. YJT. LIGHT V�EIGNT 0 NO FO MARIUFACTURED/ENGINEERED IP100D BEAt�S SHALL BE THE SIZE AND TYPE SH01�dN ON �� .; � �
<br /> BEN BOUNDARY EDGE NAILING L.W�. LIGHT V!lEIGHT ��� �E ��g��� 350Q 0.45 4 1 t1 N UN AT10N AND STEM 1NALLS WAu- QLATES TNE DRA��NGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE `�'� � ' � i �-• �
<br /> B.F. BRACED FRAt�E ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO TH 2O15 NTERNATIONAL BUILDING ( P • 2X4, 3X4 HEM-FlR STUD 675 150 405 �00 1.2E6 � �-1 � . ,
<br /> CALCULATED AT 2500 si FOR ERECTION, AND INSTALLAl10N SHALL BE PER MANUFACTURER SPECIFICATIONS. t�iCROLAM �-� � r °
<br /> B L D G. B U I L D I N G M A S. M A S O N R Y CODE AS ADOPTED BY EVERETT� WASHINGTON. a SIRENGTH CALCULATIONS, NO SPEGAL AND PARALLAM A�EMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES V�ITHOUT PRIOR - o ' �
<br /> BLK. BLOCK MASN. I�ASONRY �. � INSPECTION RE QUIRED.) ENGINEER OF RECORD APPROVAL. SHOP D R A W I N G S S H A LL B E S U B M I T T E D P E R T N E .'' A � � �
<br /> BLKG. BLOCKING MAT. MATERIAL �2�, ��� ��� � 2 X 6, 3 X 6 H E M-F I R N 0. 2 8 5 0 1 5 0 4 0 5 1 3 0 0 1.3 E 6 REQUIREt�ENTS OF SECTiON 01330. DESIGN ' �' �� � °� `�
<br /> S MATERIAL PROPERTIES SHALL BE AS FOLLOWS: �� ,� �r ,
<br /> BLW. BELOYd MAX. MAXIMUM LIVE LOADS 3000 0.45 4t1 5�1 NO EXTERIOR S B ON G ADE �a �LL � �'-' � �
<br /> BM. BEAM M.B. MACHIIdE BOLT ' �O�STS �_ U � � .
<br /> ROOF (SNO�'� 25 PSF ORIVEWAYS, CURBS, WALKWAYS, 2X, 3X HEM-FlR N0. 2 850 150 405 1300 1.3E6 A�EMDER E (PSI) Fb (PSQ Fcp (PSI) Fv (PSI) � c�t
<br /> BMU BRICK MASONRY UNIT M�M METAL BUILDING MANUFACTURER F(.00RS (RESIDENTIAL) 40 PSF PATIOS, PORCHES, STEPS EXPOSED LVL = MICROLAM 1.9 E6 2600 750 285 � ' �- o c�
<br /> $N BOUNDARY NAILING MECH. NlECHANICAL TO VVEATHER, AND GARAGE FLOORS. PSL = PARALLAM 2.0 E6 2900 650 290 ,,��° � � � :� .
<br /> BNDRY. BOUNDARY M.E.J. MASONRY EXPANSION JOINT SNOW LOAD DESIGN DATA: 2500 0.50 5f1 Ot1 NO ALL 0�1-IER CONCRETE LEDGERS LSL = 1.75 TIM�ERSTAND 1.55 E6 2250 750 400
<br /> 8.0. BOTTO�A OF A�EZZ. MEZZANINE � -=::g, ` ` _ __�;� *<..;.,_,:-=r$�_�
<br /> B.O.E. BOTTOM OF EXCAVATION MFR. MANUFACTURER P9 = 20 PSF, Pf e 14 PSF, Ce = 1.0, is = 1.0, Ct = 1.0, 2X, 3X DOUGLAS FlR-LARCH N0. 2 900 180 625 1350 1.6E6 LSL RII� = 1.5 TIMBERSTAND RiM BOARD - _ =-,����-<��u �°��� �
<br /> ONE COMPRESSION TEST MINIMUA� SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR �
<br /> 4X DOUGLAS FlR-LARCH N0. 1 1000 180 625 1500 1.7E6 : �- ;�- . `
<br /> B.O.F. BOTTOM OF FOOTING MIN. MIINIF�U�! 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A `' '��.� ; ., �.:�
<br /> WIND DESIGN DATA:
<br /> BRDG. BRIDGE(ING) MfSC. MISCELlANEOUS TEST SHALL BE THE AVERAGE STRENGTH OF Td�O CYLJNDERS MADE FROM THE SAME � j�A,< � . ;';�� � •
<br /> B R G. B E A R I N G M T L M E T A L BASIC IP�1ND SPEED: 1 1 0 1�4 P H (U L T.) - 8 5 M P D (A S D) S A M P L E A N D T E S T E D A T T H E S P E C I F I E D A G E. A D D I T I O N A L C Y I J N D E R S M A Y B E M A D E F O R � �
<br /> BTM. BOTT0�1 Y'�IND I�IPORTANCE FACTOR: Iw = 1.0 BEAMS AND POSTS 06196: PREFA���ICI�TED PLYi��� l� J09STS .�c} �,, ',.�"�;�, �", •
<br /> INFORMATt01d REGARDING POST TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR •
<br /> BTWN. BETI"dEEN � N NE�"J �lIND EXPOSURE: EXPOSURE 6 4X DOUGLAS FlR-LARCH N0. 2 900 180 625 1350 1.6E6 PREFABRICATED PLYV�OOQ WEB JOISTS SHALL BE THE SIZE AND TYPE SHOV'x'N ON THE - = � . ;;.� ����:F' � , • s
<br /> � � TOPOGRAPHICAL FACT4R: Kzt = 1.0 OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 6X DOUGLAS FlR-LARCH N0. 1 1200 170 625 1000 1.6E6 DRA4��NGS AS I�qANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, 4� <'..�,y'.P. ' ���`� " ' ��-�� , �
<br /> N.LB. NON-LOAD BEARING 1. NO TEST fALLS 500 PSI BEL4W THE SPECIFlED STRENGTH 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 t�A N U F A C T U R E R S P E C I�I C A T I O N S. J O I S T
<br /> C CAMBER N0. NUkI6ER I N T E R N A L P R E S S U R E C O E F F I CI E N T: G Cpi = +/- 0.18 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL FLANGES SHALL NOT BE CUT. DRILLED HOLES IN V'ff'E B SHA L L B E P E R M A N UF A C T U R ER
<br /> CAMB. CAh�SER(ED) N.S. N E A R SIDE C O M P O N E I d T/C L A D D I N G Y�7 N D P R E S S U R E: P(C) = 2 5 P S F 2 Q BELOYI THE SPECIFlED STRENGTH. REQUIREMENTS. SHOP DRA�dINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF �
<br /> CANT. CANTILEVER ED N.T.S. NOT TO SCALE CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING � �
<br /> CF CUBIC FOOT ) N.W.C.NORMAL WEIGHT CONCRETE EARTHQUAKE DESIGN DATA: SECTION �1330. DESIGN LOADING AND DEFLECTlON CRITERIA SNALL BE AS FOLLOWS: S �
<br /> `�f� o
<br /> SEISt�IC Il�PORTANCE FACTOR: �� _ �,p AT NO ADDITIONAL EXPENSE TO THE OWNER. pS'102: FRA�'�IG (�OTES
<br /> C.I.P. CAST IN PLACE �' e r�� `'
<br /> C.J. CONSTRUCTiON JOINT O.C. ON CENTER SPECTRAL RESPONSE ACCELERAl10NS: Ss = 1.33 S9 = 0.545 RESHORING, YIMERE REQUIRED, SHALL CONFORRA TO ACI 3Q1 SEC110N 4.6. SUBMIT FRAMING C4NNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND TOP CHORD LIVE LOAD SEE U1/E LOADS IN SECT10N 01200 �, '�
<br /> CL CENTER LINE 51TE CLASS: SITE CLASS E DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TiE. EQUIVAIENT HARDWARE TOP CHQRD DEAD LOAD 12 PSF a � - , a ''
<br /> O.D. OUTSIDE DIAMETER PROPOSED RESHQRING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. cti
<br /> CLG. CEIUNG ( ) MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE BOTTOM CHQRD DEAD LOAD 6 PSF � ` •�i , a �
<br /> � O.F. OUTSIDE FACE ASCE 7 20.3.1 EXCEPTI4N NlET z �
<br /> O.H. OPPOSITE HAND SPECTRAL RESPONSE COEFFlCIENTS: SDS = Q.73� SD1 = 0.808 PER MANUFACTURERS' SPECIFICAl10NS. V�kiERE STRAPS CONNECT TWO NlEMBERS MECHANICAL LOADS SEE MECHANICAL PLANS �'' o � � o :.
<br /> CLR. CLEAR CHAl�FER ALL EXPOSED CQRNERS PER THE ARCHITECTURAL PLANS OR 3 4 INCH IF NOT '�
<br /> OPNG. OPENING SEISN[IC DESIGN CATEGORY: SEISMlIC DESIGN CATEGORY D � TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE LIVE �.OAD DEFLEC110N L/480 �' � �
<br /> COL COLUMN SPECIFIED BY THE ARCNITECT. �'?.,�b ' .
<br /> CONC. CONCRETE OPP. OPPOSITE BASIC FORCE RESISTiNG SYSTE�I: �EARING WALL SYSTEM SQUD BLOCKING AT ALL BEARiNG POINTS. SEE SECTION 06071 FOR FASTE�lER �ry�
<br /> CONN. CONNEC110N ORNT. ORIENTATE(ION) DESIGlV BASE SHEAR: Cs = 0.123 W 03100: R�INF43�CO�JG S REQUIREMENTS AT TREATED LUt�BER. TYPICAL NAILiNG NOT SHOV�6� PER P DETAIL, OR , ;
<br /> CONST. CONSTRUCT10P9 OSB ORIENTED STRAND BOARD RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHT-FRANlE WALLS) R F ING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER AG SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 23 4.iU.1 R TO . r ° �
<br /> CONT. CONTiNUOS 0.6�S.J. OPEN YVEB JOIST ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE 03 8-14. EINFORCING STEEL SHALL MEET THE FOLLOIMNG REQUIREMENTS: THE FASTENING SCHEDULE ON SHEET S1.1. Q ' �
<br /> CTSK. COUNTERSINK A ASTM A-615 DEFORMED BAR NAILS SHALL BE COMMON UNLESS NOTED Rv�ISE OMM N � BEARING INALL STUD SCHEDULE � cn
<br /> CTR. CENTER(ED) PAR. PARALLEL 013�: (�0'f�t�°IN'ICAL id�1F�P�AT10� S GRADE 40 (fy=40 KSI) FOR �3 BARS ONLY OTHE C ON AIL DI�AENSIONS RRE AS W �o �n �
<br /> CY CUBIC YARD P/G PRECAST EARTHN�ORK AND FOUNDATIONS ARE TO BE CONSiSTENT 1�ITH THE GEOTECHNICAL ASTMI A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR �4 BARS AND LARGER FOLLOWS: �, � � o � c�n� �
<br /> PEN PANEL EDGE NAIL ENGINEERING REGOh�i�ENDATIONS. ALL FOUNDAl10NS ARE TO BE FOUNDED ON ASTM A-706 DEfORMED BARS GRADE 60 (fy=60 KSI FOR ALL WELDABLE BARS STUD SIZE Q o o M o � n
<br /> h� � WALL TYPE LOCATION PUOTE SIZE Q � � � � i. N
<br /> d PENNY(NAILS) PERP. PERPENDIGULAR- CO�IPETENT NATIVE t�ATERIAL OR BY O1NER MEANS AS DEFlNED BY A LICENSED ASTM A-185 SMOOTH BAR (fyr-60 KSI) FOR WELDED Yv�RE FABRIC NAIL SIZE DIAMETER LENGTH AND SPACING � o a � � T;
<br /> DB DROPPED BEAM P� R�� GEOTECHNICAL ENGIN�ER. 8d 0.131p 2.5» EXTERIOR TYPICAL U.N.O. 2 X 6 2 X 6 � 16' �. �
<br /> OBA DEFORMED BAR ANCHORS P L P R O P E R T Y L I N E R E I N F O R C I N G FO R SLABS ON GRADE SHALL BE 6Xfi �"�1.4XW1.4 WELDED WIRE FABRIC OR 1 0 d Q.1 4 8 3.0 P� P� w �
<br /> DBL DOUBLE PW P�N CONVENTIONAL FOUNDATIOfdS HAVE BEEN DESIGNED N�ITH THE F0110WING PARAMETERS FIBER MESH UNLESS NOTED OTHERIMSE. PROVIDE LAP SPLICES PER THE LAP SPUCE 12d 0.148" 3.25" �' p �
<br /> DCW DEMAND CRITICAL WELD PLMBG. PLUMBING PER GEOTECHNICAL REPORT �POLYGON-127-01 DATED AUGUST 12, 2015 BY GEODESIG SCHEDUIE ON SHEET S6.0. REINFORCING STEEL AT ALL 1��ALLS, SLABS, AND FOOIINGS 16d 0.162" 3.5° GRAY��L SPACE TYPICAL 2 X 4 2 X 4 � 16' � `� �' �
<br /> DEPT. DEPARIMENT PLYWD. PLYV`JOOD INC: , SHALL �E CONTIidUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. O ,
<br /> PSF POUNDS PER SQUARE FOOT ALLOVRIABLE �EARING PRESSURE 2000 PSF UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS RT INTER00R TYPICAL U.N.O. 2 X 4 2 X 4 � 16' w `n
<br /> DET. DETAIL PSI POUNDS PER SQUARE INCH A,C11VE EARTH PRESSURE YEILDING 35 PCF COVER REQUIREMENTS SHALL BE AS FOLLOV�S UNLESS NOTED OTHERWlSE: SlLL PLATES SHALL BE 5 8" DIANlETER WITH 7" MINI�lUM EMBEDMENT INTO CONCRETE PER PLAN � �
<br /> DF DOUGLAS FlR ( ) / .. ;
<br /> DIA. DIAMETER P•T. PRESERVATIVE TREATED ACTIVE EARTH PRESSURE (AT-REST) 55 PCF AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINI�IUM � o r ° °
<br /> DIAG. DIAGONAL PT POST TENSION(ED) PASSIVE EARTH PRESSURE 300 PCF CONCRETE CAST AGAINST EARTH OF TWO BOLTS PER SILL PIECE WITH ONE BOLT L4CATED NOT MORE THAN 12" NOR LESS z '-
<br /> THAN 4.5 FROM EACH END OF THE PIECE. A 3 X3 X0.229 PLATE WASHER SHALL BE ����G V�ALL NOTES: z s H
<br /> DIAPH. DIAPHRAGM COEFFICIENT OF FRICTION 0.30 ALL BAR SIZES . . . . . . . . . . . . . . 3" p p n p o '
<br /> DIM. DIMENSION QTY. QUANTITY SOIL PROFILE SITE CIASS E FORMED SURFACE EXPOSED TO EARTH OR 1�'�ATHER b 1. SEE SHEAR V�JALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING, BLOCKING� AND PLATE � �' o
<br /> PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK PLATE WASHERS). A 13/16 NAILING. > o a
<br /> DN. DOV�N �6 AND LARGER . . . . . . . . . . . . . . 2° X 1 3/4" DIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASHER IS ALLO�'�'ED NJITH A � �
<br /> D.O. DITTO(REPEAT) R. RADIUS ALL FOUNDATION INSTALLATIONS ARE SUB CT TO APPROVAL OF THE LOCAL �UILDIEdG �5 AND S�IALLER . . . . . . . . . . . 1 1/2" STANDARD CUT WASHER. 2. SEE SAWN LUM�ER STRUCTURAL NOTES THIS SHEET FOR SPECIES & GRADE QF WALL 3 �
<br /> DP. DEEP RAD. RADIUS INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER. CONCRETE NOT EXPOSED TO�EARTH OR WEATHER PLATES AlVD STUDS. N o � � �
<br /> D.S. DRAG STRUT RE: REFERENCE WALLS AND JOlSTS
<br /> DY6iG. DRAWiNG(S) REF. REFEREIdCE �14 AND �1 S BARS . . . . . . . . . . 1 1 f 2" �S1Q3. JOIST A�'!D �� HAN S „ „ � vi w � Q ��
<br /> REINF. REINFORCENIENT(ING) 013� S'�lOP DRA���G �1���TT� PR p JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL 8E AS MANUFACTURED BY �• SECURE SILL PLATES TO CONCRETE Y�ITH 5/8 DIA. ANCHOR BOLTS AT 48 O.C. TYP. ¢ 5 a m � �
<br /> DV62. DOWEL(S) ° �11 BARS AND S�lALLER . . . . . . . . . 3/4 o W � �
<br /> REQ. REQUIRED SHOP DRAWINGS ARE TO BE SUB�IITTED TO THE ARCHITECT AN ENGINEER OF RECOR� SIMPSON STRONG-T1E. EQUIVALENT HARDWARE MAY BE USED Ne'ITH PRIOR �4PPROVAL BY UNLESS NOTED OTHER1l�ISE. REFER TO THE SHEAR WALL SCHEDULE SHEET S1.1 FOR a � Z cn
<br /> SLABS AND JOISTS ADDITIONAL INFORMAl101d. � �
<br /> R.F. ROGIO FRA�4E FOR APPROVAL PRIOR TO FABRICAl10N. IF SHOP DRAWINGS D6FFER FROM THE APPROVED y ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER W w N � � � ..
<br /> (E) EXISTING �14 AND �18 BARS . . . . . . . . . . 1 1/2
<br /> EA. EACH R.O. R O U G H O P E N I N G D E S I G N D R A W I N G S, N E I P� D E S I G N D R A I P J I N G S B E A R I N G T H E S E A L A N D S I G N A T U R E O F A a MANUFACIURERS' SPEGIFlCATIONS AND SHALL BE AS FOLLOI�S UNIESS NOTED OTHERbn7SE 4. S E E D E T A I L 5/S 9.0 F O R T O P P L A T E S P L I C E. � �o � o � �
<br /> R.S. R O U G H S A W N L I C E N S E D S T A T E O F W A S H I N G T O N S T R U C T U R A L E N G I N E E R S H A L L B E S U B I�I T T E D A L O N G �11 BARS AND SMALLER . . . . . . . . 1 PER PLANS OR DETAILS: � �
<br /> E.E. EACH END BEAMS, COLUA�NS -• �
<br /> E.F. EACH FACE 1�I T H T H 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 Fl C I R L F O R A P P R O V A L P R I O R T O � •
<br /> SCH. SCHEDULE FABRICATION. PRIMARY REINFORCEMERlT . . . . . . . 1 1/2" MEMBER SIZE HANGER 5. EXTERIOR WALLS AT VAULTED AREAS ARE TO BE BALLOON FRAMED. o � + e
<br /> E.J. EXPANSION JOINT TIES, STIRRUPS, AND SPIRALS . . . . 1 1 2" z `} "' `V
<br /> EL. ELEVATION SCL STRUCTURAL COMPOSITE I�OOD � SAIP�Id LUMBER "U" SERIES TO MATCH LUMBER SIZE 6. FOUNDATION CRIPPLE IPdALLS SHALL BE FRAMED OF STUDS OF SAME SIZE AS STUDS
<br /> SGHED. SCHEDULE SHOP DRAI�lNGS ARE REQUIRED FOR FOR PREFABRICATED �300D TRUSSES.
<br /> ELEV. ELEVATOR REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE 3.125p WIDE GLULAM BEAM HGUS3.25/10 AEOVE. V'�'HERE HEIGHT OF STUD EXCEEDS 4 FEET� CONTACT ENGINEER FOR PROPER STUD
<br /> SHT. SHEET 5.125 1MDE GLULAM BEAN1 HGUS5.25/10
<br /> EMBD. EMBED(MENT) SIM. SIf�ILAR CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF OREGON PRIOR TO CONCRETE PLACEkiENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT SIZE A�lD SPACING. PROVIDE SHEATHING, NAILING, AND MUDSILL ANCHORAGE AS SPECIFlED
<br /> EN EDGE NAIL AS NOTED IN THE DESIGN DRAWINGS. V�ELDING OF REINFORCING STEEL SHALL NOT BE 6.75" VNDE GLULA�! BEAM HGUS6.88/10 FOR WALL ABOVE. �
<br /> ENG. ENGINEER S.J. SHRINKAGE CONTRQL JOINT STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WIT{-1 THE SHOP DRAYJINGS FOR pERMITTEp WITHOUT PRIOR APPROVAL OF TFiE ENGINEER OF RECORD EXCEPT AS NOTED 8.75" WIDE GLULAM BEAM HGU9.00-SDS
<br /> EQ. EQUAL SKW. SKEV�(ED) PREFABRICATED PLATED WOOD TRUSSES. ON THE DESIGN DRAV�INGS. ' �
<br /> EQPT. EQUIPMENT S.O.G. SLAB ON GRADE ''
<br /> SPC. SPACE(S) (ING) 014�: I���ECT�ONS AtdD S'Qe'ql�L INS'P�C�'S MANUFACTURED WOOD "I" JOIST "IUS" SERIES TO MATCH "I" JOIST SIZE
<br /> E.W. EACH WAY SpEC. SPECIFlCAl10N(S) THE CONTRACTOR SHALL BE RESPONSIBIE TO COORDINATE ALL INSPECTIONS REQUIRED 1.75" WIDE PSl OR LVl BEA�I "LBV" SERIES TO MATCH DEPTH 04 ROU GH FR AM I N G N AI LI N G SCH EDU LE � �
<br /> EXP. EXPANSION 06071: PR dAT116E TREATED IF�"�OD PR�AUCTS 2.69" IMDE PSL BEAM "LBV" SERIES TO MATCH DEPTH
<br /> EXST. EXISTING SQ. SQUARE BY THE LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE M - ROldt�O FRA��� NAlL��� 9CHED�ILE IN UEiJ � IBC TA�E .10.1 � •
<br /> - EXT. EXTERIOR STD. STANDARD STRUCTURAL SUPPORT OF THE BUILDiNG, BALCONIES PORCHES, OR SIMILAR PERMAWENT 3.5 WIDE PSL OR LVL BEAM GLN" SERIES TO MATCH DEPTH � .
<br /> STGR. STAGGER SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE 5.25p WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH CONNECTION FASTENING � �
<br /> FAB. FABRICATION STIFF. STiFFENER(S) OTHERNIISE REQUIRED BY THE BUILDING OFFlCIAL. PROTECTION FROh7 A ROOF, EAVE, ONERHANG OR OTHER COVERING TO PREVENT 7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH 1. JOlST TO SILL OR GIR�ER (3) 0.131" � 3" 70ENAILS r
<br /> FB FLUSH BEA�! STIR. STIRRUP(S) 09481: S'IRUCTU�AI. VATOON I�OISIURE OR WATER ACCUMULATION AT THE SURFAGE OR AT JOINTS BETI�EEN MEMBERS. ���: ������� � �a���� 2. BRIDGING TO JOIST (3) 0.13'I" X 3' TOENAILS EA. EIdD
<br /> FDN. FOUNDATION STL. STEEL STRUCTURAL OBSERVATION IS NOT REQUIRED. SHRINKAGE IN WOOD FRAM6NG IS DUE TO LOSS OF MOISTURE CONTENT AND TO 3. 1X6 OR LESS SUBFLR. TO JST. (2) 0.131" X 2.5" FACE NAIL
<br /> F.F. FlNISH FLOOR STRUC. STRUCTURAL ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR COMPRESSION OF ASSEA�B�LIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND 4. ���DER TNAN 1X6 SUBFLR. TO JST. (3) 0.131" X 2.5" FACE NAI!
<br /> FlN. FlNISH(ED) STRUCT. STRUCTURAL MASONRY FOUNDAiION �'ALL LESS THAN 8 INCHES FROA� EXPOSED EARTI-t.
<br /> FLG. FLANGE SUSP. SUSPENDED(TION) ��� ��� �RANt� REQU���TS MECHANiCAL SYSTEMS AS �dEL1 AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT 5. 2" SUBFLOOR TO �T./GlR�ER (2) 0.161" X 3.5" BUND & FACE NAIL -
<br /> FLR. FLOOR SYMM. SYY�+iIMETRiCAL THE QUAUTY ASSURANCE PLAN SHALL 8E TO VERIFY THAT THE SPECIAL INSPEC110NS p4STS OR COLUMNS SUPPORTING PERMANENT STRUC7URES AND SUPPORTED BY A TO ACCOMMIODATE 1/4 INCH PER FLOOR WOOD SHRIN{tAGE. THE USE OF KIW DRIED 6. SOLE PLAIE TO JST. OR BlJCG. 0.131' X 3" AT 8" O.C. TYP. FACE NAIL �
<br /> NOTED IN SECTtOP! 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01401 CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMlNG I�EMBERS PRIOR TO AT BRACED I�ALL PANEL
<br /> FN FlELD (FACE) NAIL HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED IN SUCH SECTIONS APPLICATION OF FlNISHES 1MLL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. r r � (4) 0.131" X 3" AT 16" O.C. FACE NAIL ;, .
<br /> F.O. FlNISHED OPENING T. TOP HAS BEEN PROVIDED. 7. TOP PLATE TO STUD (3) 0.131" X 3" END NAlL
<br /> F.O.C. FACE OF CONCRETE T.&B. TOP AND �OTTOM 1. IF LOCA,TED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 lNCN 8. STUD TO SOLE PLATE (4) 0.131" X 3' TOEN�IL �
<br /> F.O.M. FACE QF MASONRY ��P. TEMPORP,RY ABOVE THE Sl.AB AND SEPARATED THEREFROHI BY AN IMPERVIOUS MOISTURE p6�60: �IE�TH'��' pR » •
<br /> QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGHT 4'a00D FRAlNING STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 9. DOUBLE STUDS 031311X 3XAT BNO.CAFACE NAIL
<br /> F.O.S. FACE OF STUD T.&G. TONGUE AND GROOVE WrTM DESIGN SPECTRAL RESPONSE AT SHORT PERIODS, Sds, NOT EXCEEDING 0.50g. BARRIER. � .
<br /> F.O.�l. FACE OF WALL THK. THICK{NESS) AA�ERICAN PLYWOOD ASSOCIAl10N. WOOD SHEATHiNG PANELS SHALL BE C-D INT AP/� 10. DOUBLE TOR PLATES 0.131" X 3" AT 8° O.C. TYP. FACE NAIL �
<br /> FRM. FRAME(ING) THRD. THREADED 2. IF IN AN ENCLOSED GRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE �,qTM �RIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE �
<br /> F.S. FAR SIDE TN TOE NAIL QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR IPJIND EXPOSURE B �IfiERE BASIC 4�1�iD BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL M4RE DOUBLE TOP PLATE LAP SPLICE (20) 0.131' X 3" FACE NAILS '" ' �
<br /> SPEED IS LESS THAN 120 MPH. THAN 8 INCHES FRORA EXPOSED GROUND AND SEPARATED THEREFROE� BY AN EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS, SPAN RA11NG, AND 11. JO(ST/RAFTER BLKG. TO PLATE (3) 0.131 X 3" TOENAILS �
<br /> FT. FEET(FOOT) T.O.S. TOP OF SHEATHING(SLAB) FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br /> FRTW FlRE RETARDANT TREATED Y�OOD T.O.�J. TOP OF I�ALL SUt�MARY: R QUALITY ASSURANCE PLAN iS NOT REQUIRED BY CODE FOR THIS f�1PERVIOUS MOISTURE BARRIER. 12. RIM JOIST TO TOP PLATE 0.131 X 3° AT 6` O.C. TOENAIL •4� • ,
<br /> EDGE FlELD
<br /> FTG. FOOTING TRANSV. TRANSVERSE STRUCNRE. NAILS NAlLS 13. TOP PLATE LAP INTERSEC110NS (3) 0.131" X 3" FACE IdAlt �
<br /> T.O.S.. TOP OF STEEL 3. SLEEPERS AND SOLLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN A p . 14. DOUBLE 2X JOIST/HEADER 0.131" X 3" AT 12" FACE tdAlL EA. EDGE O
<br /> GA. GAUGE �P• 1YP�CA� 1�1PERVIQUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. ROOF: 7/16 40/20 C-D APA CDX T&G 8d AT 6 8d AT 12 p 15. CEIUN� JOISTS TO PLATE 5 0.131" X 3" TOENAlL � �
<br /> 01700: EXEtxl11� REt�11�Ei��t+1T5 FLOOR: 3/4 APA RATED STURD-I-ROOR OSB 40/20 T�G 10d AT 6 10d AT 12 � � C�,..�
<br /> GALV. GALVANIZE(D) INSTALLATION OF ALL STRUCTURAL C4MPONENTS SHALL BE AS REQUIRED PER ALL LOCRL SHEARWALL: 7 16" C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET S1.1 16. CQ�111NUOUS HEADER TO STUD (4) 0.131� X 3" TOENAILS �
<br /> U.N.O. UNLESS NOTED OTHER��ISE 4. LEDGERS AND FURRIIdG ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR � . „ � �
<br /> GB. GRADE BEAMi CODES. 17. CLG. JST. LAP AT PARIITIONS (4) 0.131 X 3 FACE hJAIL Q, �
<br /> GLB GLUE LAMINATED BEA�! U/S UNDERSIDE CONCREIE OR MASONRY WALLS BELOW GRADE. �.,, '�
<br /> ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE iNSTALLED FACE GRAIN 18. CLG. JST. TO PARALLEL RAFTER (4) 0.131° X 3" FACE NRlL � .
<br /> GRD. GRADE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN V'd00D PRESERVERS' ASSOCIATION PERPENDICUL/�!R TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERIMSE 19. RAFTER TO PUlTE (3) 0.131` X 3' TQENAIL '^'� � �
<br /> GWB GYPSUM V'�ALLBOARD V. VERTICAL PER PLAN. BLOCKING AT INTERMEOIATE FLOOR AND ROOF SHEATHING JOINTS SHAII NOT 20. 1X B�ACE TO EA. S1UD & PLATE 2) 0.131" X 3" FACE NAIL �
<br /> GYP. GYPCRETE VERT. VERTICAL p� SITE CONSTRU�ON�S�HALL BE CONSISTENT VVdlTH THE GEOTECHNICAL ENGINEERING (AV�PA) SPECIFlCATiON C2 AND C9 OR APPLICABLE STANDARDS. BE REQUIRED UNLESS NOTED OTHERINiSE PER PLAN. SHEARWALL SHEATH6NG SHALL BE 21. 1X8 OR LESS SHTG. TO EA. BRG. (2) 0.131" X 3" FACE NAIL � � �") '
<br /> VIF VERIFY IN FlELD RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION ALL FASTENERS (NAILS BOLTS ANCHOR BOLTS PLATES HANGERS ETC.) IN CONTACT �LOCKED AT ALL E�GES V�ITH 2X OR 3X FRAMING PER SHEAR�dALL SCHEDULE 22.WIDER THAN 1X8 SHTG. TO �RG. (3) 0.131" X 3" FACE NAIL P� � O � �
<br /> H. HORIZONTAL 01300 � � � � � (3) 0.131" X 3" AT 16'° O.C. FACE NAIL � � � � �
<br /> HD HOLDOWN 1��. 4P3SDE(WIDTH) ) AND IN SUBSEQUENT DIREC11VES. ��ITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED 23.BUILT-UP COR�fER STUDS "< < v
<br /> H.D.G. HOT DIPPED GALVANIZED IN/ Y��TH PER ASTNt A153 OR STAINLESS STEEL 24.BUILT-UP GiRDERS AND BEAMS 0.131" X 3" AT 12" EA. EDGE STAGGERED � r, ' �
<br /> HDR. HEADER 02260: EXCAVATI� S4l�'PORT AND PRO'IECII� 45176: t�ETAL PLATE CO�NECIED ��`�OD 'I�U �+ .
<br /> 1�J/0 V'�lTHOUT � �+
<br /> , EXCAVA710N FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVV� PREMANUFACTURED PLATED WOOD TRUSSES SHALL �E MANUFACTURER DESIGNED RND .� v� '�'.,
<br /> HGR. HANGER WD. NmQOD �
<br /> HORZ. HORIZONTAL W.H.S. V�ELDED HEADED STUDS t�ATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMA�ENDATIONS. OVER-EXCAVATED SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002� NAl10NAL DESOGN � '� � � �
<br /> HORIZ. HORIZONTAL W.P. 1�°ORK POINT AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUC110N) AND OSSC � S TR U C TU R AL D R A WI N G LI S T C� �
<br /> HR HEAQER Md.S. �1ELDED STUD RECOMP�ENDAl10NS AT THE CONTRACTOR'S EXPENSE. SEC110N 2303.4. SHOP ORAWINGS AND CALCULATIQNS SHALL �E SU��9ITTED PER THE .. � �
<br /> H.S.B. HIGH STRENGTH BOLT 1P�T, I�IGHT REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON �i � p .
<br /> HL HEIGHT V�.W.F. Ih'�LDED Y��RE FABRIC EXCAVAl10N SLflPES SHALL BE SAFE AND SHALL tdOT BE GREATER THAN THE Ut�ITS THE PLANS, LOADS PER SEC110N 01200, AND THE FOLLOWING: S'�tEET DESCR�°�71�'d DA'�'� C� 4� bA ''
<br /> SPECIFlED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. ROOF .�..� � � '�J� �
<br /> I.D. INSIDE DIA�lETER X-STG EXTRA STRONG TOP CHORD LJVE LOAD SEE SECTION 01200 S1.0 STRUCTURAL NOTES 11/O6/14 '� � p �
<br /> I.E. INVERT ELEVATION XX-STG DOUBIE EXTRA STRONG INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING TOP CHORD DEAD LOAD 10 PSF S1.1 SHEARWALL SCHEDULE AND DETAILS 11/O6/14 � W a •
<br /> I.F. INSIDE FACE DRAI�6NGS, NOTES, AND SPECIFICATtO�IS. TOP CHORD DRAG LOAD SEE PLAN 51.2 HOLDOWN SCHEDULE AND DETAILS 11 j06/14 .
<br /> TOP CHORD NET WIND UPLIFT 7 PSF (NEl�
<br /> YD YARD 023�0: BAGC�LL I��D C4���AC11�V BOTTOM CHORD DEAD LOAD 5 PSF S6.0 TYPICAL FOUNDA110N DETAILS 11/06/14 � °
<br /> BACKFlLL SHALL NQT BE PLACED UNT1L THE REMOVAL OF FORMV�ORK AND OF AP9Y HVAC SEE t�ECHANICAL ± �
<br /> DEBRIS. BACKFlLL BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE N�ALLS ARE UVE LOAD DEFLEC110N L/360 S6.1 MISCELLANEOUS DETAILS 11/O6/14
<br /> PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE S6.2 TYPICAL BASEMENT DETAILS 11/46/14 �
<br /> - - CO(dSISTENT V�lITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS.
<br /> S9.0 TYPICAL FLOOR FRAMING DETAILS 11/06/14 � .
<br /> S9.1 TYPICAL ROOF FRAMING DETAILS 11/O6/14 �. .
<br /> :� .
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