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<br /> URAL NOTES
<br /> _ dc AND IN, INCHE(S) 01�0: (�NERqL (iEQUI'REMQ�ITS 0610Q: ROUGH FRAM�NG 06185: S1RUCIURAL GLUED LAMINATED, ?11�B�R o
<br /> _ � AT 1NF0. INFORMATION THE STRUCTURAL NOTES SUPPLEMIENT TNE PLANS AND SPEGFlCAl10NS. ANY CONCRETE CONSTRUC110N �-IALL CONF�t� TO THE AMERfCAN CONCRETE INSIITUTE STANDARD Aq SAWN LUMB�R SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCUB} GLUED-LAMINATED MEMBERS SHALL HAVE AI�ERiCAN INSTITUTE OF TiMBER CONSTRUCTiON �
<br /> ' FEET(FOOT) INT. {NTERIflR DISCREPANCY FflUND BETWEEN THE DRAWINGS, NOTES, SPEqF1CATI0NS, SIlE CONDII�ONS, 318-14 "BUILDING CODE REQt11REMENTS F4R STRUCNRAL CQNCRETE'. "GRADING AND DRESSING RULES° N0. i7 LATEST EDITION. SAWN LUMBER SHALI. BE S4S (AITC} IDEMIIFlCATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END a�
<br /> '� INCH (INCHES) AND ARCHITECTURAL PI,.ANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL
<br /> AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONIENT. PROTECT �UMBER SEALER APPLIED IMMEDIATELY AF1ER TRIMMING IN EITHER SHOP OR FIELD. SHOP .�
<br /> � POUND(S), NUMBER �T. JOIST CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHAlL CONFORM TO fBC SECTiQN 1903 & 1904. ADMIXNRES SHALL BE FROM WEATHER ANQ PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE DRAWINGS SHALL BE SUBMITTED PER THE REQUlREMENTS OF SEC110N 01330. DESIGN �
<br /> EQUAL(S) JT• JOINT TNE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO APPROVED BY THE ENGINEER AF RECORD. THE USE OF WATER SOLUBLE CHLORIDE ION SFIALL NOT BE WOOD SHRINKAGE POTENTIAL All LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH MATERIAL PROPk-RTIES SHALL BE AS FpLLOWS: �
<br /> / pp� ARCHtTECTURAL PLANS FOR OPENiNGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS USED. CONCRETE OR MASONRY SHALL BE PRE�RVATiVE TREATED U.N.Q. PER PLAN. LUMBER (j �
<br /> K KIPS(1000) NOT SHOWN. CONSULT MECHANICAI� PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS USE COMBINATION SYMBOL SPECIES CAMBER z �
<br /> A.B. ANCHQR BOLT hIE CONTRACTOR SHALL SUBMIT MiX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEICS U.N.O. PER PL4N/SCNEDULE: SIMPLE SPAN BEA�A 24F-V4 DF/DF STANDARD � �
<br /> ABV. ABOVE �T. L,ATERAL THE CONTRACTOR SHAII PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY PRIOR TO PI,ACING CONCREIE. t�iX DESIGNS SHALL BE REVIEWED FOR CONFQRMANCE TO IBC Fb Fv Fc Fc E CONTiNUOUS BEAM 24F-V8 DF/DF ZERO ��� �.• •
<br /> ADD. ADDITiONAL LB.. POUND(S) CONSTRUC110N LOADS ANQ FOR STRUCTURAL COMPONENTS AS REQUIRED DURING SECTIONS 19Q4 AND 19Q5. USE/LOCATION SPECIES GRADE (PSI) (PSQ (PSI) tPSI) (PSI) CANTILEVER BEAM 24F-V8 DF/OF ZERO � �t ao
<br /> ADJ. ADJACENT LB. LAG BOLT(S) ERECTION. BACKFlLL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE WALL SNDS/BLQCKlNG � o
<br /> ALUM. ALUMINUM LG. LONG(ITUDINAL) PROPERLY SUPPORTED. CQNCRETE MIX DESIGNS SHAIl MEET THE FOIlOWING REQUiREMENTS: � U N E X P O S E D G L U E D-L A M I N A T E D T I M B E R S H A l L B E I N D U S T R I A L G R A D E. T Y P I C A U N L E S S �' � � , �
<br /> ALT. ALTERNATE LGTH. LENGTH 2X, 3X HEM-FlR STUD 675 150 405 800 1.2E6 p �► '�,� � �ri
<br /> 4 WIDE NOTED OTHERIMSE. EXPOSED GLUE LAMINATED TIMBER SHALL BE APPEARANCE CLASS
<br /> APPRX. APPROXIMATE(LY} LGMF LIGHT GAUGE METAL FRAMING 11iE CONTRACT4R SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE 28 DAY MAX. MAX. AIR SPECIAL LOCATION PER ARCHITECT. � � �
<br /> ARCH. ARCHITECT(URAL) W-I LONG LEG HORIZONTAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDiNAT10N OF THE EXCAVATiON, STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 2)(, 3X HEM-FlR NQ. 2 850 150 405 1300 1.3E6 � o
<br /> ASSY ASSEMBLY LLV LONG LEG VERTICAL SHORING, AND OTHER WORK WITH ALL U11LIT1ES ANQ ADJACENT PROPER11ES. CALL THE fc (PSI) RAT10 (INCHES) (PERCENT� REQUIRED APPLICATION
<br /> 6• & WIDER � �`� �
<br /> B. BOTTOM LSH LONG SLOTTED HOLE(S) UTIUTY LOCATE SERViCE PRIOR TO ANY WORK AT 1-80Q-332-2344. 06190: MANUFACTURED K'�DOD BEAMS � •� �
<br /> BEL BELOW LT. WT. UGNT WEIGHT Q NO FO yVALL PLATES � MANUFACNRED/ENGINEERED WOOD BEAMS SHALL, BE THE SfZE AND TYPE SHOWN ON ,: `� � �
<br /> BEN BOUNDARY EDGE NAILING LW. UGHT WEIGHT ��� �E ������ 3500 0.45 4 1 f1 N UN ATION AND STEM WALLS 2X4, 3X4 HEM-FlR STUD 675 150 405 800 1.2E6 TNE DRAVNNGS AS MANUFACTURED BY TRUS-JOIS7 UR APPROVED EQUAL. STORAGE, w t� �
<br /> �:
<br /> B.F. BRACED FRAME ALL DESIGN AND CONSTRUC110N SHALL CONFORM T4 TH 2O15 NTERNAl10NAL BUILDING (CALCULATED AT 2500psi FOR ERECTION, AND INSTALLATION SHAI1 BE PER MANUFACTURER SPECIFlCATiONS. MICROLAM � I
<br /> BLDG. BUILDING MAS. MASONRY CODE AS ADOPTED BY EVERETT, WASHINGTON. � STRENGIH CALCtlLA?IONS, NO SPECIAL AND PARALLAM MEMBER�S SHALL NOT HAVE NOTCHES OR pRiL1ED HOLES WlTHQUT PRIOR � p � �
<br /> BLK. BLOCK MASN. MASONRY Q INSPEGTION REQUIRED.j ENGINEER OF RECORD APPROVAL SHOP DRAWINGS SHACL BE SUBMITTED PER THE �- � �'
<br /> BLKG. BLOCKING MAT. MATERIAL �Z�, �� ���5 2X6� 3X6 HEM-FlR N0. 2 850 154 405 1300 1.3E6 REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FQLLOWS: � °' �
<br /> BLW. BELOW MAX. MAXIMUM LIVE LOADS 3000 0.45 4f1 5f1 NO EXIERIO N ADE �'-' � �
<br /> BM. BEAM M.B. MACHINE BOLT ' ��ST� U •'" «�
<br /> ROOF (SNOV� 25 PSF DRIVEWAYS, CURBS, WALKWAYS, 2x, 3X HEM-FlR N0. 2 850 150 405 130D 1.3E6 MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � z cu �
<br /> BMU BRICK MASONRY UNIT MBM METAL BUILDING MANUFAGTURER PATIQS, PORCHES, STEPS D(POSEQ LVL = MICROLAM 1.9 E6 2600 750 285 �- o � �
<br /> BN BOUNDARY NAILING MECH. MECHANICAL FLOORS (RESIDENTIAL) 40 PSF .+.� � o
<br /> BNDRY. BOUNDARY M.E.J.MASONRY EXPANSION JOINT TO WEATHER� AND GARAGE FLOORS. PSL = PARALLAM 2.0 E6 290U 650 290 (� ,-� c�t
<br /> B.O. BOTTOM OF MEZZ. MEZZANINE SNOW LOAD DESIGN DATA: 2500 0.50 5t1 Of1 NO ALL OTHER CONCRETE �p�ERs LSL = 1.75" T?MBERSTAND 1.55 E6 2250 750 400
<br /> 1/ � --�:�':. _^:._�4�_- ,.,...'�
<br /> B.O.E. B�TTOM OF EXCAVATiON MFR. I�ANUFACTURER P9 = 20 PSF, Pf = 14 PSF, Ce = 1,0, Is = 1.0, Ct = 1.0, 2X, 3X DOUGLAS FlR-LARCN N0. 2 900 180 625 1350 1.6E6 LSL RIM = 1.5 TiMBERSTAND RIM BOARD �-- �- �=
<br /> ONE COMPRESSION TEST MINIMUM SHAtl BE COMPILED FOR EVERY 150 CUBIC YARDS UR 4X DOUGLAS FlR-LARCH N0. t 1000 18Q 625 1500 1.7E6
<br /> B.O.F. BOTTOM OF FOOTiNG MIN. MINIMUM WIND DESIGN DATA: 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A � `
<br /> BRDG. BRIDGE(ING) MISC. �IISCELLANEOUS BASIC wIND SPEED: 110 MPH (ULT.) - 85 MPD (ASD) 1EST SHALL BE THE AVERAGE STRENGTH (JF TWO CYLINDERS MADE FROM THE SAME ` `
<br /> U .
<br /> BRG. BEARING MTL. METAL iMND IMPORTANCE FACTOR: Iw = 1.0 SAMPLE AND TESTED AT THE SPECIFlED AGE. ADDITIONAL C11'LINDERS MAY BE MADE FQR g�AMS AND POSTS 06196• PREFABRICATED PLYI�OOD Yb"EB JOIS'fS i
<br /> B�• BOn� INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STRENGIN DEVELOPMENT, OR ��v;` `� ."° ` . , �
<br /> VNND EXPOSURE: EXPOSURE B 4X D011GLAS FlR-LARCH N0. 2 900 180 625 135a 1.6E6 PREFABRICATED PLYWOOD WEB JOISTS SHALL 8E THE SIZE AND TYPE SHOWN ON THE . �.: .-: ,. �
<br /> BTWN. BETWEEN (N) NEW OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 6 X D O U G L A S FlR-L A RCH N0. 1 t200 170 625 1Q00 1.6E6 D R A I M N G S A S M A N U F A C T U R E D 8 Y T R U S-J O I S T OR APPROVED EQUAL STORAG�,
<br /> N.LB. NON-LOAD BEARING T O P O G R A P H i C A L FACTOR: Kzt = 1.0 1. NO TEST FALLS 500 PSf BELOW 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 M A N U F A C T U R E R S P E C I Fl C A T I O N S. J O I S T
<br /> C CAMBER N 0. N U M BER I N T E R N A L P R E S S U R E C O E F Fl C I E N T•. 6 Cpi = +/- 0.1 8 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL FLANGES SHALL NOT BE CUT. DRILLED HOLES IN WEB SHAIl BE PER MANUFACTIJRER
<br /> CAMB. CAMBER(ED) N.S. NEAR SIDE . COMPONfNT/CLADDlNG WIND PRESSt1RE: P(C) = 25 PSF 2 Q BELOW THE SPECIFI E D S T R E N G T H. R E Q U I R E M E N T S. S H O P D R A W I N G S S N A L L B E S U B M I T T E D P E R 1 N E R E Q U I R E M E N T S 4 F �
<br /> CANT. CANTILEVER(ED} N.T.S. NOT TO SCALE CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO fURTHER TES?1NG S E C T I O N 0 1 3 3 0. D E S I G N L O A D I N G A N D D E F L f C 1 1 0 N C R I T E R I A S H A I l B E A S F O L L O W S• 1 �► :
<br /> CF CUBIC f00T N.W.C.NORMAL WEIGHT CONCRETE E A R T H Q U A K E D E S I G N D A T A: _ AT NO ADDITIONA� EXPENSE TO 7HE QWNER. p 6'1 0� F R A M I N G N O T E S r� � �
<br /> C.I.P. CAST IN PLACE S E I S M I C I M P O R T A N C E F A C T O R: l e = i.0 TOP CHORD UVE LOAD SEE LIVE LOADS IN SECTION 01200 � r
<br /> FRAMING CONNEC70RS� ACCESSORIES, AND fASTENERS AS NOTED IN THE PLANS AND �, _ �� �
<br /> C.J. CONSTRUG110N JOINT p��• ON CENTER SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.33 S1 = 0.505 RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SEC710N 4.6. SUBMIT T O P C H O R D D E A D L O A D 1 2 P S F a
<br /> CL CENTER LINE O.D. O U T S I D E D I A M E T E R S I T� C L A S S: S(T E C L A S S E PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD F�R REVIEW. D E T A I L S S H A L L B E A S M A N U F A C T U R E D B Y S I M P S O N S T R O N G-T I E. E Q U I V A L E N T H A R D W A R E � � , a
<br /> MAY BE USED WlTH PRIOR APPROVAL BY ENGINEER QF RECpRD. INSTALL ALL HARDWARE BOTTOM CH�RD DEAD LOAD 6 PSF � � a �
<br /> ' CLG. CEILING O.F. OUTSIDE FACE (ASCE 7 20.3.1 EXCEPTION MEI� M E C H A N I C A L L.O A D S S E E M E C H A N I C A L P L A N S �' o � o
<br /> CLR. CLEAR O.H. OPP451TE HAND SPECTRAL RESPONSE COEFFIGENTS: SDS = 0.798 SD1 = 0.80$ CHAMFER ALL EXPQSED CORNERS PER THE ARCHITECTURAL PLANS pR 3/4 INCH IF NOT P� MANUFACTURERS' SPECIFlCATiONS. WHERE STRAPS CONNEGT TWO MEMBERS � �, �
<br /> T O G E T H E R, P L A C E H A L F O F T H E R E Q U I R E D F A S T E N E R S I N T O E A C H M E M B E R. P R O V I Q E L(V E L O A D D E F L�C T I O N L l 4 8 0 �,�,��, �
<br /> C O L COLUMN O P N G. O P E N I N G S E I S M I C D E S I G N C A T E G O R Y: S E I S M I C D E S I G N C A T E G O R Y D SPECIFlED BY THE ARCHITECT. SQLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 08071 FOR FASTENER �
<br /> CONC. CONCRETE dPP• OPPOSITE BASIC FORCE RESISTIN� SYSTEM: BEARING WALL SYSTEM 03100: REINFORqNG STEEL R E Q U I R E M E N T S A T T R E A T E D L U M B E R. T Y P I C A L N A I L I N G N O T S H O W N P E R P D E T A I L, O R �
<br /> C O N N. C O N N E C T I O N O R N L O R i E N T A T E(I O N) D E S I G N B A S E S H E A R: C s = 0.1 2 3 W �
<br /> CONST. CONSTRUG110N OSB ORIENTED STRAND BOARD RESPONSE MODIFlCATION FACTOR: R = 6.5 (UGHT-FRAME WALLS) R F ING STEEI DETAIIJNG, FABRICATIQN, AND PLACEMENT S HA L L BE PER ACI SGHEDULE SHAIl CONFORM TO FASTENING SCHEDULE PER IBC TABLE 23 4.10.1 R TO
<br /> CONT. CONTINUOS O.W.J. OPEN WEB �OIST ANA�YS(S PROCEDURE: E4UIVALENT LATERAL FORCE Q 3 8-1 4. E i N F O R G N G S T E E L S H A LL M E E T T H E F O L L O W I N G R E Q U I R E M E N T S: T H E F ASTENING SCHEDULE ON SHEET S1.1. �
<br /> C� BEARIN� WALL STUD SCHEDULE � �
<br /> CTSK. COUNTERS1NK AS'fM A-615 DEFORMED BARS �RADE 40 f -40 KSI FOR BARS ONLY NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS � � .�
<br /> CTR. CENTER(Ep) PAR. PARALLEL 01300: GEOTECHNICAL INFORMAlI�I � � ) � W .- •- .- � o '
<br /> CY CUBIC YARD P/C PRECAST EARTHWORK AND FOUNDAT10NS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR �4 BARS AND LARGER FOLLOWS: �, � � � � cn
<br /> PEN PANEL EDGE NAIL ENGINEERING RECOMMENDATIONS. ALL FOUNDAT10NS ARE TO BE FOUNDED Old ASTM A-706 DEF4RMED BARS GRADE 60 (fy=6Q KSI FQR ALL WELDABLE BARS S�� �� � � � "� o e� � •
<br /> � YYALL TYPE LOCATION PlAlE SIZE A ` � � � � �' °
<br /> d PQJNY(NAILS) PERP. PERPENDICULAR COMPETENT NATIVE MATERlAL OR BY OTHER MEANS AS QEFINED BY A LICENSED ASTM A-185 SMQOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC NAIL SIZE DIAMETER LENGTH AND SPACING o 0 0 ^ � � .
<br /> DB DROPPED BEAM PL PLATE GEOTECHNICAL ENGINEER. 8d 0.131* 25p p(TERIOR TYPICAL U.N.O. 2 X 6 2 X 6 01fi" �
<br /> DBA DEFORMED BAR ANCHORS P�- P R O P E R T Y U N E R E t N F O R C I N G F O R S L A B S O N G RADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR 1 0 d 0.1 4 8 3.0 P� P�N w �
<br /> DBL DOUBLE PW P�N CONVENTIONA! FOUNDA110NS HAVE BEEIV DESIGNED WITH THE FOLLOIMNG PARAMETERS FlBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPUCE 12d 0.148" 3.25" � o
<br /> DCW DEMAND CR(T1CAL WELD P��G. PLUMBING PER GEOTECHNICAL REPORT �POLYGON-127-01 DATED AUGUST 12, 2015 BY GEODESIG SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FbOT1NGS 16d 0.162" 3.5" CRAWL SPACE TYPICAL 2 X 4 2 X 4 � 16" � w " �
<br /> DEPT. DEPARTMENT PLYWD. PLYWQOD INC: SHALL BE CONTINUOUS AROUND GORNERS ELSE CORNER 6ARS SHALL BE PROVIDED, o � �
<br /> DET. DETAIL P� POUNDS PER SQUARE FOOT ALLOWABLE BEARING PRESSURE 200p PSF UNLESS NOTED OTHERIM19SE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT IN1ER10R TYPICAL 11.N.0. Z X 4 2 X 4 � 16" w �-
<br /> DF DOUGLAS FlR P� POUNDS PER SQUARE INCH ACTiVE EARTH PRESSURE (YEILDING) 35 PCF COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OINERWISE: SILL PLATES SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEQMENT INTQ CONCRETE PER PLAN � � �
<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 MINIMUM a �
<br /> DIAG. DIAGONAL PT POST TENSION(ED) � PASSiVE EARTH PRESSURE 3Q0 PCF CONCRETE CAST AGAINST EARTH OF TW4 BOLTS PER SILL PIECE WITH ONE BQLT LOCATEQ NOT MORE THAN 12" NOR LESS z z �
<br /> DIAPH. DIAPHRAGM COEFFlCIENT OF FRICTION 0.30 ALL BAR SIZES . . . . . . . . . . . . . . 3" THAN 4.5" FROM EACH END OF TNE PIECE. A 3"X3°X0.229" PL,4TE WASHER SHALI. BE g�NG WALL NOTES: p z H
<br /> SOIL PROFILE SITE CLASS E 1. SEE SHEAR WALL SCHEDULE SH£ET S1.1 FOR WALL SHEAINING, B�OCKING, AND PLATE v� � �
<br /> DIM. pIMENSION 4TY. QUANTITY FORMED SURFACE EXPOSEQ TO EARTH OR WEATHER PR4VIDED FQR ALL ANCHOR BOLTS (DO NOT COUNTER-S1NK PLATE WASHERS). A 13/16" NAIUNG. > o a
<br /> DN. DOWN �6 AND LARGER . . . . . . . . . . . . . . 2" X 1 3/4" DIAGONAL SLO1lED HQLE IN THE 3" X 3" PLATE WASHER IS ALLOWED WITH A � c�`', �
<br /> D.O. DITTO(REPEAT� R.. RADIUS ALL FOUNDATION INSTALLA710NS ARE SUB CT TQ APPROVAL OF THE LOCAL BUILDING #5 AND SMALLER . . . . . . , . . . . . 1 1/2' STANDARD CUT WASHER. 2. SEE SAWN LUMBER STRUCTURAL NOTES THiS SHEET FOR SPECIES & GRADE OF WALL 3 3 "
<br /> DP. DEEP RAD. RADIUS INSPECTOR OR A UCENSED GEQIECHNICAL ENGINEER. CONCRETE NOT EXPOSED TO�EARTH OR WEASHER PLATES AND STUDS. �+ z a t�- �
<br /> RE: REfERENCE Z ,.
<br /> D.S. DRAG STRUT WALLS AND JOISTS 06103• �qST qNp gEAM HANGERS v' � � �
<br /> DWG. DRAWING(S) R E F. R E F E R ENCE #14 AND �18 BARS 1 1 f2" • 3. SECURE SILL PLATES TO CONCRETE WITH .5�8 DIA. ANCHOR BOLTS AT 4$ O.C. TYP. ¢ 5 a m v
<br /> . . . . . . . . . . » .
<br /> DWL DOWEL(S) REINF. REINFORCEMENT(ING) 01330: S'�IOP DRAk"�NG SUBMIITAL PROCESS �11 BARS AND SMALLER . . . . . . . . . 3/4' JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACIURED BY o ,,,
<br /> R 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 O B E S U B M I T T E D T O T H E A R CHITECT AN ENGINEER OF RECORD 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 H A R DW ARE M AY BE USED WITH PRIOR APPROVAL BY U N L E S S N O T E D Q T N E R W I S E. R E F E R T D T 1-I E S H E A R W A L L S C H E D U L E S H E E T S 1.1 F O R n. � Z �'r i .
<br /> SLABS AND JOISTS �
<br /> R.F. RIGID FRAME FOR APPROVAL PRIOR TO FABRICAl1QN. IF SHOP DRAIMNGS DIFFEEZ FROM THE APPROVED � �NGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER ADDITtONAL (NFORMA110N. W w N � 3
<br /> (E) EXISIING �14 AND �18 BARS . . . . . . . . . . 1 i/2
<br /> R.O. R O U G H 4 P E N f N G D E S I G N D R A W I N G S N E W �E S I G N D R A W 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� 4 F A M A N U F A C T U R E RS' S P EG FlCAl10NS AND SNALL BE AS FOLLOWS UNLESS NOTED OTHERWISE o �s' w w �
<br /> EA. EACH �,S. R O U G H S A W N U C E N S E D S T A T E O F I M 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 BE SUBMITTED ALONG #11 BARS AND SMALLER . . . . . . . . i" pER pLANS OR DETAILS: 4. S E E D E T A I L 5/S 9.0 f O R T Q P P L A T E S P L I C E. c� o � a � , �
<br /> E.E. EACH END BEAMS, COLUMNS
<br /> E.F. EACH FACE W 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 A L f O R A P P R O V A L P R I O R T O PRIMARY REINFORCEMENT . . . . . . . 1 1 2� 5. EXTERIOR WALLS AT VAULTED AREAS ARE TO BE BALLOON FRAMED, o �
<br /> E.J. EXPANSION JOINT SCH. SCHEDULE FABRICATION. �A MEMBER SIZE HANGER z .� M, �, u�a
<br /> SCL STRUCTURAL COMPOSITE WOOD 11ES, S1IRRUPS� AND SPIRALS . . . . 1 1/2 SAVNV LUMBER 'U" SERIES TO MATCH LUMBER SIZE
<br /> EL ELEYATION SCHED. SCHEDULE SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. fi. FOUNDAl10N CRIPPLE WALLS SHALL BE FRAMED OF STUDS OF SAME SIZE AS S1UQS
<br /> ELEV. ELEVATOR SHT. SHEET REINFQRCING STEEL SHAIl BE ACCURATEIY PLACED AND ADEQUATELY SEGURED IN PLACE �•125" WIDE GLi1LAM BEAM HGUS3.25/10 ABOVE: WHERE HEIGHT OF STUD IXCEEDS 4 FEET� CONTACT ENGINEER FOR PROPER STUD
<br /> EMBD. EMBED(MENT) PRIOR TO CONCRETE PLACEMEt�[T. REINFORCING STEEL SHALL NOT BE FlELD BENT EXCEPT 5:125" WIDE GLULAM BEAM HGUS5.25j10 SIZE ANQ SPACING. PROVIDE SHEATHING, NAILING, AND �IUDSILL ANCHORAGE AS SPECIFlED �
<br /> EN EDGE NAIL SIM. SIMILAR CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A UC�TISED STATE OF OREGON AS NOTED iN THE DESIGN QRAWINGS. WELDING OF RQNFORCING STEEI. SHALL NOT BE 6.75" WIDE GLULAM BEAM HGllS6.88/1Q FOR WAIl ABOVE. '
<br /> ENG. ENqNEER S.J. SHRINKAGE CONTROL JOINT STRUCTURAL ENGINEER SHALL BE SUBI�ITTED ALQNG WITFi THE SHOP DRAWINGS FOR p�M��p y�-�yOUT PRiOR APPROVAL OF' THE ENGlNEER OF RECORD EXCEPT AS NOTED 8.75" WIDE GLULAM BEAM HGU9.00-SDS �
<br /> EQ. EQUAL SKW. SKEW(ED) PREFABRICATED PLATED WOOD TRUSSES. ON THE DESIGN DRAWINGS.
<br /> EQPT. EQUIPMENT S.D.G. SLAB ON GRADE MANUFACTURED W04D °I" JOIST "IUS" SERIES TQ MATCN "i" JQIST SIZE �
<br /> E.W. EACH WAY pEC. SPECIFlCATION S THEO �CTORNSHA�BE�R�E 0 SI�BLE�0 COORDINATE ALL INSPEC110NS REQUIRED 1.75" WIDE PSl OR LVL BEAM "LBY" SERIES TO MATCH DEPTH ❑ R OU GH FR AM I N G N AI LI N G SCH ED U LE .
<br /> E X P. E X P A N S I O N � ) 0 6 0 7 1: P R E S'E R Y A 7 I V E T R E A T E D W O O D P R O D U C T'S 2,6 9" 1 M D E P S L B E A M "L B V" S E R I E S T O M A T C H D E P T H
<br /> EXST. EXISTiNG SQ. SQUARE BY THE LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SHALL BE REQUIREQ FOR ALL WOOD THAT FORMS THE ROUGH FRAI�"NG NAII�IG �ULE IN
<br /> EXT. EXTERIOR STD: STANDARD STRUGTtlRAL SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT 3.5" WIDE PSL OR lVL BEAM "GLN" SERIES TO MATCH DEPTH � ( UEU OF �C TABLE .10.1
<br /> STGR. STAGGER SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS BUILDING APPURTUNENCES THAT ARE EXPOSED TO 7HE WEATHER WITHOUT ADEQUATE 5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH CONNEC114N FASTENING 4D �
<br /> , FAB. FABRICAl10N STIFF. STIffENER(S) OTHERWISE REQUIRED BY THE BUILQING OFFlCIAL PROTEC110N FRQM A R04F� EAVE, OVERHANG OR 4THER COVERING TO PREVENT 7" WIDE PSL BEAM �HGLN' SERIES TO MATCN DEPTH 1, ,101ST TO S�LL OR aRDER (3) 0.131' X 3* TOENAILS � �
<br /> FB FLUSH BEAM STIR. S1IRRUP(S) p�q�p�; STRUCTURAL OBSERVATION MOISTURE OR WATER ACCtiMULATION AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS. ��� gHRINKAGE OF Y� FRqMiNG 2. BRIDGING TO JOIST (3) O.131 X 3 TOENAILS EA. END
<br /> FDN. FOUNDATION STL STEEL STRUCTURAL OBSERVATION IS NOT REQUIRED. SHRINKAGE IM1t WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO ( ) 131" X 2.5" fACE NAIL
<br /> 3. 1 X6 OR LESS SUBFLR. TO JST. 2 4.
<br /> F.F. FlNISH FLOOR STRUC. STRUCTIIRAL ALL WOOD INSTALLED ABOVE GROUND ANQ RESTING ON AN EXTERIOR CANCRETE OR „ „ '
<br /> FlN. FlNISH(ED) STRUCT. STRUCTURAL A�ASONRY FOUNDAl1QN WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. COMPRESSION OF ASSEMBUES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND 4. WIDER 1HAN 1X6 SUBFLR. TQ J.ST. (3) Q.131 X 2.5 FACE NAIL :
<br /> FLG. FLANGE SUSP. SUSPENDED(TION) �'a� ��TY ��� ����TS MECHANICAL SYSTEMS AS WELL AS EXTERIOR FlNISHES SHALL BE DESIGNED AND BUILT 5. 2' SUBFLOOR TO JST./GIRDER (2) 0.161' X 3.5" BL1ND dc FACE NA1L •
<br /> fLR. FLOOR SYMM. SYMMETRICAL , mE QUAIITY ASSUFiANCE PLAN SHALL BE TQ VERIFY THAT THE SPEGIAL INSPECTIONS POSTS OR COLUMNS SUPPORIING PERMANENT STRUCTURES AND SUPPpRTED BY A TO ACCOMMODATE 1/4 (NCH PER FLOOR WOOD SHRINKAGE. THE USE OF KIW DRlED 6. SOLE PLATE T0.JST. OR BLKG. Q131" X 3" AT 8' O.C. TYR. FACE NAIL �
<br /> FN FlELD (FACE) NAIL NOIEQ IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SEC110N 01401 CONCRETF SLAB OR FOOTtNG THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; LUMBER AND PROVIDING A DRYING PROCESS TO 1NE FRAMING MEMBERS PRIOR TO " " "AT BRACED WALL PANEL 4) 0.131" X 3" AT 16" O.C. FACE NAiI
<br /> F.O. FlNISHED OPENING T. TOP HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED IN SUCH SEC110NS APPUCAl10N OF FlNISHES WlLL HELP CONTROL BUT W1LL NOT ELJMINATE SHRINKAGE. 7. TOP PLATE TO STUD �3) 0.131" X 3" END NAIL
<br /> HAS BEEN PRQVIDED.
<br /> F.O.C. FACE OF CONCRETE T.&B. TOP AND BOTTOM 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH 8. STUD TO SOIf PLATE (4) 0.131" X 3" TOENAIL
<br /> F.O.M. FACE OF MASONRY TEMP. TEMPORARY QUAUTY ASSURANCE PLAN IS NQT REQUIRED FOR STRUCTURES OF LIGHT WOOD FRAMING ABOVE THE SLAB AND SEPARATED THERffROM BY AN IMPERVIOUS MOISTURE 06160: MMOOD S'FIEATHtNG (OR) (3) 0.131' X 3" END NAIL
<br /> F.O.S. FACE OF STUD T.&G. TONGUE AND GROOVE BARRIER. SIRUCTURAL WOOQ SHEATHiNG PANEIS SHALL HAVE APA GRADE 1RADEMARK OE' THE 9. UOUBLE S111DS 0.131" X 3` AT 8' O.C. FACE NAIL
<br /> WITH DESIGN SPECTRAL RESPONSE AT SHORT PERIODS� Sds� NOT EXCEEDING 0.50g.
<br /> F.Q.W. FACE OF WALL 1NK. THICK(NESS) AMERICAN PLYWOOD ASSOCIATION. WOQD SHEATHING PANELS SHALL BE C-D 1NT APA 10. DOUBLE TOP PLATES 0.131" X 3` AT 8" O.C. TYP. FACE NAIL � .
<br /> FRM. FRAME(ING) THRD. THREADED 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE W�'i}� EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (QSB) PANELS SHALL BE DOUBLE TOP PLATE LAP SPLICE
<br /> F.S. FAR SIDE TN TOE NAIL QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR IMND EXPOSURE S WHERE BASIC WIND BUILDING PERIPHERY AND SUPPORTEQ .BY A CONCRETE PiER OR PEDESTAL MORE (20) 0.13�" X 3" FACE NAILS .
<br /> � SPEED IS LESS THAN 120 MPH. THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN �OSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS, SPAN RATING, AND 11. �IST/RAFTER BLKG. TO PLATE '
<br /> FT. FEET FOOT) T.O.S. TOP OF SHEATHING(SLAB) FASTENING UNLESS NOTED OTHERIMSE PER PLAN: (3) 0.131 X 3 T�IAILS
<br /> FRTiN FlRE RETARDANT TREATED YVOOD T.O.W. TOP OF WALL SUMMARY: A QUALITY ASSURANCE PE.AN IS NOT REQUIRED BY CODE FOR THIS tMPERVIOUS MOISTURE BARRIER. 12 RIM JOIST TO TOP PLATE 0.131 X 3 AT 6 O.C. TOENAIL -F-�
<br /> EDGE FlELD 13, jpp p�q� �qp INTERSECTIONS 3 0 t31" X 3" FACE NAIL � �
<br /> FTG. FOOTING TRANSV. TRANSVERSE STRUCTURE. 3. SLEEPERS AND SILLS ON A GONCREIE SLAB ON GRADE THAT DOES NOT HAVE AN „ NAILS „ NAILS „ 14. DOUBtE 2X JOIST/HEADER 0.31" X 3" AT 12" FACE NAIL EA. EDGE O
<br /> T.O.S.. TOP OF STEEL RODF: 7/16 40/2Q C-D APA CDX T&G 8d AT 8 8d AT 12 „ ,
<br /> GA. GAUGE �• 1�'���- IMPERVIOUS MOISTURE BARRIER SEPARATlON WITH EXPOSED EARTH. „ „ � 15. Cql1NG JQISTS TO PLATE 5 ' .
<br /> �1700: DfECU7101d REQUIREMENTS FLOOR: 3/4 APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6 10d AT 12 ( ) 0.131 X 3 TOENAiI � �
<br /> GALV. GALVANIZE(D) INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR SHEARWALL: 7/16" C-D WfEXTERIOR GLUE SE� SCHEDULE SHEET S1,1 16. CON�iNUOUS HEADER TO Sn1D (4) 0.131" X 3" TOENAItS `I"� ¢,� � -
<br /> GB. GRADE BEAM U.N.O. UNLESS NOTED OTHERWISE COQES: t7. CLG. JST. LAP AT PAR�1T10NS (4) 0.131" X 3" FACE NA1L � � �
<br /> GLB GLUE LAMIIVATED BEAM U/S UNDERSIDE CONCRET� OR MASONRY WALLS BELOW GRADE. „ „
<br /> ALL ROOF AND FLOOR S'FIEATHING PANELS SMALL BE INSTALLED FACE GRAIN 18. CLG. JST. TO PARALLEL RAFTER (4) 0.131 X 3 FACE NA1L
<br /> GRD. GRADE V. VERTICAL PRESERVA�IVE TREATMENT SHAU. BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE 19. RAFTER T4 PLATE (3) 0.131" X 3" TOENAIL '� �
<br /> GWB GYPSUM WALLBOARD PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT 20. 1X BRACE TO . STUD & P TE ' ' �
<br /> EA U1 {2) Q.131 X 3 FACE NAIL
<br /> GYP. GYPCRETE VERT. VERT{GAL 020�: SITE t:ONSTRUC114N (AWPA) SPECIFlCATlON C2 AND C9 OR APPUCABLE STANDARDS. BE REQUIRED UNLESS NOTED QTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE 21. 1X8 OR LESS SHTG. TO EA. BRG. (2) 0.131' X 3" FACE NAIL � �
<br /> VIF VERIFY IN FlELD ALL SITE CONSTRUCTION SHALL BE CONSISTENT IMTH ?HE GEOTECHNiCA� ENGINEERING BLOCKED AT ALL EQGES WITM 2X OR 3X FRAMING PER SHEARWALL SCHEDULE 22.WIDER THAN 1X8 SHTG. TO BRG. ' " �� � � �
<br /> H. HQRIZONTAL RECOMMENDAl10NS AS NQTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS� ETC.) IN CONTACT (3) 0.131 X 3 FACE NAIL � � � � � �
<br /> HD HOLDOWN W. N�IDE(WiDTFi) 01300) AND IN SUBSEQUENT UIR�CTIVES. WITH TREATED ,lUMBER SHALL BE CORROSIQN RESISTANT G-185 HOT DIPPED GALVANIZED - 23.BUILT-UP C�tNER STUDS (3) 0.131" X 3" AT 16" O.C. FACE NAIL � •� � .
<br /> H.D.G. HOT DIPPED GALVANIZED W/ VVITH PER ASTM A153 OR STAINLESS STEEL 24.BUILT-UP GIRDERS AND BEAMS 0.131" X 3" AT 12" FJ1. EDGE STAGGERED �
<br /> HDR. HEADER yy�p �TMp�T a�260: EXCAVATIad SUPPORT AND PROTEC'�ON 06176: MEt'AL PLATE CONN�CTED WOOD TRUSSES � � � .�
<br /> HCR. HANGER WD. WOOD EXCAVATION FOR fOUNDAl10NS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PREMANUFACTURED PIAIED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND .� � O •
<br /> HORZ. HORIZONTAL W.H.S. Y�'ELDED HEADED STUDS MATERIAL PER THE GEOIECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN �`��'�1 .
<br /> HORIZ. HORIZONTAL w P. WORK POINT A R E A S S H A L L B E B A C K F I L L E D W I T H L E A N C O N C R E T E O R P E R G E O T E C H N I C A L S T A N D A R D F O R METAL PLATE CONNECTED WOOD TRUSS CONSIRUCTION) AND OSSC 5 STR U CTU R AL D R AWI N G �1 ST v � r � �
<br /> R E C O M M E N D A T I O N S A T T H E C Q N T R A C T O R S E X P�N S E. S E C 1 1 0 N 2 3 0 3.4. S H O P D R A W I N G S A N D C A L C U L A T I O N S S H A L I B E S U B M I T T E D E R � � .. �
<br /> HR HEADER W.S. WELDED STUD P THE �
<br /> H.S.B. HIGH STRENGTN BOLT WT, WEIGHT REQUIREI�+tENTS OF SECTION p1330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON �i � O
<br /> EXCAVA?lON SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LlMITS THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: SNEE1' DESCRIPTtON DA'tE CC� � bA
<br /> HT. HDGHT W.W.F. WELD�D V�IRE FABRIC SPECIFlED BY LOCAL, STATE, AND NATI�NAL SAFETY REGULATIONS. � ROOF �'' �
<br /> �� �i � ,__,
<br /> I.D. INSIDE DIAMETER X-STG EXTRA STRONG TOP CHORD U1IE LOAD SEE SECTION 01200 S1.0 STRUCTURAL NOTES 11/06 j14 �/'� •� � p �
<br /> I.E. INVERT ELEVATiON XX-STG DOUBLE EXTRA STRONG INSTALLATION OF CONSTRUC110N SHORING, IF REQUIRED, SHALL 8E PER THE SHORING TOP CHQRD DEAp LOAD 1Q PSF S1.1 SHEARWALL SCHEDULE AND DETAILS 91/O6/14 �/ 1 � W a
<br /> I.F. INSIDE FACE DRAWINGS, NOT�.S, AND SPECIFlCATIONS. TOP CHORD DRAG LOAD SEE PLAN 51.2 HOLDOVNV SCHEDULE AND DETAILS 11/06/14
<br /> - YD YARD TOP CHORD NET WIND UPUFT 7 PSF (NET) �
<br /> 02300: BAqCFlLL AND C0�lPAC't�ON 64TfOM CHORD DEAD LOAD 5 PSF S6.0 TYP.ICAL FOUNDATiON DETAILS 11/06/14
<br /> BACKFl(1 SHALL NOT .BE PLACED UN11L THE REMOVAL OF FORMWORK AND QF ANY HVAC SEE MECHANlCAL 56,1 MISC�LLANEOUS DETAILS 11/O6/�4
<br /> DEBRIS. BACKFlLL BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE UVE LOAD DEFLEC110N L/360
<br /> - PROPERLY SUPPORTED. ALL BACKFlLL MATERIAL AND PLACEMEPlT PROCEDURES SHALL BE S6.2 TYPICAL BASEMENT DETAILS 11/06/14 .
<br /> _ C4NSISTENT WITH THE GEOTECHNICAI ENGINEERING RECOMMENDAl14NS.
<br /> - S9.0 TYPICAL FLOOR FRAMING DETAILS 11/�6/94 . � ;
<br /> - S9.1 TYPICAL ROOF FRAMING DETAILS �1/O6/14 s
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