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� 0 ABBREVIATIONS �]2 STRUCTURAL NOTES
<br /> & AND IN. INCHE(S) 01000: GENERAL REQUIREMENTS 00D�CpptCR�-�,�-�-�, ,r-w-�:--„---�-�., 06100: ROUGH FRAMING 06185: STRUCTURAL (�LUED LAMINA7ED TIMBER o
<br /> � AT INFO. INFORMATION THE STRU�CTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY �CONCRETE CONSTRUCTION SHALL CONF�RM TO THE AMERICAN CON�RETE 1NS�ITUTE �ANDARD ACI SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION �
<br /> FEET(FOOT) INT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, 318-14 "BUILDING CODE REQUIREMENTS IFOR STRUCTURAL CONCRETE". "GRADING AND DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END �'
<br /> " INCH (INCHES) AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL (�
<br /> # POUND S , NUMBER JST. JOIST AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER SEALER APPUED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP �
<br /> O CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHACL CONFORM TO IBC SECTION 1903 & 1904. ADMIXTURES SHALL BE FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN �
<br /> EQUAL(S) JT. JOINT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REfER TO APPROVED BY THE ENGINEER OF RECORD. THE USE OF 'WATER 'SOLUBLE CHLORIDE ION SHALL NOT BE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH MATERIAL PROPERTIES SHAL'L BE AS FOLLOWS: �
<br /> / PER ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS USED. CON�CRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER U -�
<br /> K KIPS(1000) NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS USE COMBINAl10N SYMBOL SPECIES CAMBER Z s
<br /> A.B. ANCHOR BOLT THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD 'FOR APPROVAL 'FOUR WEEKS U.N.O. PER PLAN/SCHEDULE: SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD - � �
<br /> ABV. ABOVE LAT. LATERAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC Fb Fv Fcp Fc E CONTINUOUS BEAM 24F-V8 DF/DF ZERO �`'
<br /> ADD. ADDITIONAL LB. POUND(S) CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING SEC�IONS 1904 AND 1905. ,�,��,�,��,� USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) CANTILEVER BEAM 24F-V8 DF/DF ZERO � �
<br /> ADJ. ADJACENT L.B. LAG BOLT(S) ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE 'L-�-�" ��-`� o �
<br /> ALUM. AILUMINUM LG. LONG ITUDINAL WALL STUDS/BILOCKING � o
<br /> � � PROPERLY SUPPORTED. CONCRETE MIX DESIGNS SHALL MEET THE FaLLOWING REQUIREMENTS: 2X, 3X HEM-FIR STUD 675 150 405 800 1.2E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS � � �
<br /> ALT. ALTERNATE LGTH. LENGTH 4" WIDE NOTED OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS t1� ;N ao
<br /> APPRX. APPROXIMATE(LY) LGMF UGHT GAUGE METAL FRAMING THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL 'WORK. THE 28 DAY MAX. MAX. AIR SPECIAL LOCATION PER ARCHITECT. �- � �
<br /> ARCH. ARCHITECT(URAL) LLH �LONG LEG HORIZONTAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATI�ON, STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 2X 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 � � �
<br /> ASSY ASSEMBLY LLV LONG LEG VERTICAL SHORWG, AND OTHER WORK WITH ALL UTIUTIES AND ADJACENT PROPERTIES. CALL THE f c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPUCATION '
<br /> B. BOTTOM ;LSH LONG SLOTTED HOLE(S) UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-332-2344. 6" & WIDER 06190• MANUFACTURED YMOOD BEAMS � � �
<br /> BEL BELOW LT. WT. UGHT WEIGHT � "` -�' 0 1 NO FO MANUFACTURED ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON � �
<br /> ���'� WALL PLATES � � +'
<br /> BEN BOUNDARY EDGE NAILING L:W, UGHT WEIGHT 01100: CODE REQUIREMENTS 3500 0.45 4 1 t1 ''� UU�ON AND STEM WALLS 2X4, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, W � v
<br /> B.F. B R A C E D F R A M E A L L D E S I G N A N D C O N S T R U C T I O N S H A L L C O N F O R M T O T H 2 O 1 5 N T E R N A T I O N A L B U I L D I N G (C A L C U L A T E D A T 2 5 0 0 p s i F O R 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 F I C A T I O N S. M I C R O L A M �
<br /> BLDG. BUILDING MAS. MASONRY CODE AS ADOPTED BY EVERETT, WASHINGTON. '�'� -��� STR�IGTH CAiLCULATIONS, NO SPECIAL AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR p � �
<br /> B L K. B L O C K M A S N. M A S O N R Y �.°� I N S P E C�I O N R E Q U I R E D.) 2X6, 3X6 HEM-FIR N 0. 2 8 5 0 1 5 0 4 0 5 1 3 0 0 1.3 E 6 E N G I N E E R O F R E C O R D A P P R O V A L. S H O P D R A W I N G S S H A L L B E S U B M I T T E D P E R T H E � � �
<br /> BLKG. BLOCKING MAT. MATERIAL 0 12 0 0: D E S I G N LO A D S ,�� REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: � ,x �'
<br /> BLW. BELOW MAX. MAXIMUM LIVE LOADS 3000 0.45 4t1 5t1 NO EXTERIOR S�B 0 GRADE, U � �
<br /> BM. BEAM M.B. MACHINE BOILT ROOF (SNOW) 25 PSF DRIVEWAYS, CURBS, WALKWAYS, J�2X,S3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � z �
<br /> BMU BRICK MASONRY UNIT MBM METAL BUILDING MANUFACTURER PATIOS, PORCHES, STEPS EXPOSED LVL = MICROLAM 1.9 E6 2600 750 285 .� � CO
<br /> BN BOUNDARY NAILING MECH. MECHANICAL FLOORS (RESIDENTIAL) 40 PSF TO WEATHER, AND GARAGE FLOORS. PSL = PARALLAM 2.0 E6 2900 650 290 (� � Q
<br /> BNDRY. BOUNDARY M.E.J. MASONRY EXPANSION JOINT 2500 0.50 5t1 Ot1 NO ALL OTHER CONCRETE LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 400
<br /> B.O. BOTTOM OF MEZZ. MEZZANINE SNOW LOAD DESIGN DATA: LEDGERS _
<br /> B.O.E. BOTTOM OF EXCAVATION MFR. MANUFACTURER Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0, 2X, 3X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 fLSL RIM - 1.5" TIMBERSTAND RIM BOARD
<br /> ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 4X DOUGLAS FlR-LARCH N0. 1 1000 180 625 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. MISCELLANEOUS TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME U
<br /> BRG. BEARING MTL. METAL BASIC WIND SPEED: 110 MPH (ULT,) - 85 MPD (ASD) SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR
<br /> BTM. BOTTOM WIND IMPORTANCE FACTOR: Iw = 1.0 INFORMATION REGARDING POST TENSIONIN�G, FORM REMOVAL, STRENGTH DEVELOPMENT, OR BEAMS AND POSTS 06196: PRffABRICA7ED PLYWOOD WEB JOISTS
<br /> BTWN. BETWEEN (N) NEW WIND EXPOSURE: EXPOSURE B OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 PREFABRICATED PLYWOOD WEB JOISTS SHALL BE THE SIZE AND TYPE SHOWN ON THE
<br /> N.LB. NON-LOAD BEARING TOPOGRAPHICAL FACTOR: Kzt = 1.0 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH 6X DOUGLAS FIR-LARCH N0. 1 12�00 170 625 1000 1.6E6 DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE,
<br /> INTERNAL PRESSURE COEFFICIENT: GC i = + - 0.18 ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS. JOIST
<br /> C CAMBER N0. NUMBER P � 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL FLANGES SHALL NOT BE CUT. DRILLED HOLES IN WEB SHALL BE PER MANUFACTURER �,
<br /> CAMB. CAMBER(ED) N.S. NEAR SIDE COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF 2� BELOW THE SPECIFIED STRENGTH. REQUIREMENTS. SHOP DRAWINGS SHALL BE SUBMITTED PER THE R'EQUIREMENTS OF � �
<br /> CANT. CANTILEVER(ED) N.T.S. NOT TO SCALE ��u-'�,/ CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING SECTION 01330. DESIGN LOADING AND DEFLECTION CRITERIA SHALL BE AS FOILOWS: S ��r `��"
<br /> N.W.C.NORMAL WEIGHT CONCRETE EARTHQUAKE DESIGN DATA: AT NO ADDITIONAL EXPENSE TO THE OWNER. r a
<br /> CF CUBIC FOOT � .--
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 06102: FRAMING NOTES j��
<br /> C.I.P. CAST IN PLACE FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND TOP CHORD LIVE LOAD SEE LIVE �LOADS IN SECTION 01200 �, �
<br /> O.C. ON CENTER SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.33 S1 = 0.505 RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT �
<br /> C.J. CONSTRUCTION JOINT DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE. EQUIVALENT HARDWARE TOP CHORD DEAD LOAD 12 PSF � � , a
<br /> O.D. OUTSIDE DIAMETER SITE CLASS: SITE CLASS E PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. � a �
<br /> CL C�NTER LINE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE BOTTOM CHORD DEAD LOAD 6 PSF � ,�
<br /> CLG. CEILING O.F. OUTSIDE IFACE (ASCE 7 20.3.1 EXCEPTION MET) , MECHANICAL LOADS SEE MECHANIGAL PLANS �' o
<br /> CLR. CLEAR O.H. OPPOSITE HAND SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.798 SD1 = 0.808 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3 4 INCH IF NOT PER MANUFACTURERS SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS �, �
<br /> � TOGETHER PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE LIVE LOAD DEFLECTION L/480 ��''� �
<br /> COL. COLUMN OPNG. OPENING SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D SPECIFIED BY THE ARCHITECT. ' ? �'
<br /> OPP. OPPOSITE BASIC �ORCE RESISTING SYSTEM: BEARING WALL SYSTEM SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER
<br /> CONC. CONCRETE DESIGN BASE SHEAR: Cs = 0.123 W 03100: REINFORqNG STEEL REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER P DETAIL, OR �'�
<br /> CONN. CONNECTION ORNT. ORIENTATE(ION) R F ING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 23 4.10.1 R 70
<br /> CONST. CONSTRUCTION OSB ORIENTED STRAND BOARD RESPONSE MODIFICATION FACTOR: R = 6.5 (UGHT-FRAME WALLS)
<br /> 3 $-14. EINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: THE FASTENING SCHEDULE ON SHEET S1.1. �
<br /> CONT. CONTINUOS O.W.J. OPEN WEB JOIST ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE � �
<br /> �TSK. COUNTERSINK _ _ � BEARING WALL STUD SCHEDULE � � �, �
<br /> CTR. CENTER ED PAR. PARALI_EL 01300� GEOTECHNICAL INFORMA110N ASTM A 615 DEFORMED BARS GRADE 40 (f�40 KSI) FOR #3 BARS ONLY NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS W � � �a- o
<br /> CY CUBIC YARD P/C PRECAST EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ASTM A-615 DEFORMED BARS GRADE 60 (f�60 KSI) FOR #4 BARS AND LARGER FOLLOWS: H � � o � N �
<br /> PEN PANEL EDGE NAIL ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTM A-706 DEFORMED BARS GRADE 60 (f�r60 KSI) FOR ALL WELDABLE BARS WALL TYPE LOCATION PLATE SIZE STUD SIZE ¢� � � o \ � N
<br /> d PENNY(NAILS) P E R P. P E R P E N D I C U 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 F W E D B Y A U C E N S E D A S T M A-1 8 5 S M O O T H B A R (f y=6 0 K S I) F O R W E L D E D W I R E F A B R I C N A I L S I Z E D I A M E T E R L E N G T H A N D S P A C I N G o o .- .- � �
<br /> DB DROPPED BEAM PL PLATE GEOTECHNICAL ENGINEER. 8d 0.131 2.5 EXTERIOR TYPICAL U.N.O. 2 X 6 2 X 6 � 16" '-
<br /> DBA DEFORMED BAR ANCHORS PL PROPERTY LINE REINFORCING FOR SLABS ON GRADE SHALL BE fiX6 W1.4XW1.4 'WELDED WIRE FABRIC OR lOd 0.1 4 8„ 3.0�„ PER PLAN � �
<br /> DBL DOUBLE PW PLAN CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS FIBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPUCES PER THE LAP SPUCE 12d 0.148 3.25 M � o
<br /> PLMBG. PLUMBING PER GEOTECHNICAL REPORT OLYGON-127-01 DATED AUGUST 12, 2015 BY GEODESIG SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS 16d 0.162" 3.5" CRAWL SPACE TYPICAL 2 X 4 2 X 4 � 16 �
<br /> DCW DEMAND CRITICAL WELD �
<br /> DEPT. DEPARTMENT PLYWD. PLYWOOD INC: SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. M o ,�,
<br /> DET. DETAIL PSF POUNDS PER SQUARE FOOT `� ALLOWABLE BEARING PRESSURE 2000 PSF UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT INTERIOR TYPICAL U.N.O. 2 X 4 2 X 4 � 16 W o
<br /> DF DOUGLAS FIR PSI POUNDS PER SQUARE INCH ACTIVE EARTH PRESSURE (YEILDING) 35 PCF COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: SILL PLATES SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO 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 APAR7. THERE SHALL BE A MINIMUM � o
<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 LOCATED NOT MORE THAN 12" NOR LESS 2 z `�
<br /> THAN 4.5 FROM EACH END OF THE PIECE. A 3 X3 X0.229 PLATE WASHER SHALL BE BEARING WALL NOTES; _
<br /> DIAPH. DIAPHRAGM COEFFICIENT OF FRICTION 0.30 ALL BAR SIZES . . . . . . . . . . . . . . 3" " " " " o c� �"o
<br /> 1. SEE SHEAR WALL SCHEDULE SHEET S1.1 FOR 'WALL SHEATHWG, BLOCKING, AND PLATE v� ,a
<br /> DIM. DIMENSION QTY. QUANTITY SOIL PROFILE SITE CLASS E FORMED SURFACE EXPOSED TO EARTH OR WEATHER PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK PLATE WASHERS). A 13/16" NAILING. � o �'
<br /> DN. DOWN n� �/�-�^ - #6 AND LARGER . . . . . . . . . . . . . . 2" „ X 1 3/4" DIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASHER IS ALLOWED WITH A � �
<br /> D.O. DITTO(REPEAT) R. RADIUS ALL FOUNDATION INSTALLATIONS ARE SU� TO 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 GEOTECHNICAL ENGINEER. CONCRETE NOT EXPOSED TO EARTH OR WEATHER PLATES AND STUDS. N z a �
<br /> D.S. DRAG STRUT RE: REFERENCE WALLS AND JOISTS cn o � � Q
<br /> DWG. DRAWING(S) R�F. REFERENCE #14 AND #18 BARS . . . . . . . . . . 1 1/2" 06103: JOIST AND BEAM HANGERS 3. SECURE SILL PLATES TO CONCRETE WITH 5/8" DIA. ANCHOR BOLTS AT 48" O.C. TYP. �a 5 a m �v
<br /> 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 H O P D R A W I N G S U B M I 1 T A L P R O C E S S „ 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 W 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 o ,,, _
<br /> DWL. DOWEL(S) #1 1 B A R S A N D S M A L L E R . . . . . . . . . 3/4 UNLESS NOTED OTHERWISE. REFER TO THE SHEAR WALL SCHEDULE SHEET S1.1 FOR � � Z v�
<br /> REQ. REQUIRED SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD SIMPSON STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY �
<br /> SLABS AND JOISTS ADDITIONAL INFORMATION. � � �
<br /> R.F. RIGID FRAME FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED „ E N G I N E E R O F R E C O R D. J O I S T A N D B E A M H A N G E R S S H A L L B E I N S T A L L E D P E R W w v� 3
<br /> (E) EXISTING #14 AND #18 BARS . . . . . . . . . . 1 1/2 , 0 5 � cn
<br /> R.O. ROUGH OPENING DESIGN DRAWINGS NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A „ MANUFACTURERS SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE o � w w �
<br /> EA. E,ACH R S R O U G H S A W N L I C E N S E D S T AT 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 M I T T E D A L O N G �11 BARS AND SMALLER . . . . . . . . 1 P E R P L A N S O R D E T A I L S: 4. SEE DETAIL 5/S9.0 FOR TOP PLATE SPUCE. c� o � a �
<br /> E.E. EACH END ' ' BEAMS, COLUMNS
<br /> WITH THE SHOP DRAWINGS TO THE BUILDING OFFICIAL FOR APPROVAL PRIOR TO „
<br /> E.F. EACH FACE PRIMARY REINFORCEMENT 1 1/2 5. EXTERIOR WALLS AT VAULTED AREAS ARE TO BE BALLOON FRAMED. 2 � M N w
<br /> E.J. EXPANSION JOINT SCH. SCHEDULE FABRICATION. � � � � � � � MEMBER SIZE HANGER
<br /> SCL STRUCTURAL COMPOSITE WOOD TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" SAWN LUMBER �U" SERIES TO MATCH LUMBER SIZE
<br /> EL. ELEVATION 6. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS OF SAME SIZE AS STUDS
<br /> SCHED. SCHEDULE SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. 3.125" WIDE GLULAM BEAM HGUS3.25 10
<br /> ELEV. ELEVATOR REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATEILY SECURED IN PLACE � ABOVE. WHERE HEIGHT OF STUD EXCEEDS 4 �EET CONTACT ENGINEER FOR PROPER STUD
<br /> EMBD. EMBED(MENT) SIM. SIMI AR CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF OREGON PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT 5.125" WIDE GLULAM BEAM HGUS5.25/10 SIZE AND SPACING. PROVIDE SHEATHING, NAILING,� AND MUDSILL ANCHORAGE AS SPECIFIED
<br /> EN EDGE NAIL AS NOTED IN THE DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE 6.75" WIDE GLULAM BEAM HGUS6.88/10 FOR WALL ABOVE.
<br /> S.,1. SHRINKAGE CONTROL JOINT STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR
<br /> ENG. ENGINEER SKW, SKEW(ED) PREFABRICATED PLATED WOOD TRUSSES. PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED 8.75" WIDE GLULAM BEAM HGU9.00-SDS
<br /> EQ. EQUAL ON THE DESIGN DRAWINGS.
<br /> S.O.G. SLAB ON GRADE �
<br /> EQPT. EQUIPMENT MANUFACTURED WOOD �I" JOIST "IUS" SERIES TO MATCH "I� JOIST SIZE � R OU GH FR AM I N G N AI LI N G SCH ED U LE
<br /> SPC. SPACE(S) (ING) 01400: INSPEC�IONS AND SPEqAL INSPEC�IONS
<br /> E.W. EACH WAY SPEC. SPECIFICATION S THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSP�CTIONS REQUIRED 1.75" WIDE PSL OR LVL BEAM �LB�!' SERIES TO MATCH DEPTH
<br /> EXP. EXPANSION � ) 06071: PRESERVAIIVE TREA7ED YMOOD PRODUCTS 2.69" WIDE PSL BEAM �LBV" SERIES TO MATCH DEPTH
<br /> EXST. EXISTING SQ. SQUARE BY THE LOCAL BUILDING DEPARTMENT, PRESERYATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE 3.5" WIDE PSL OR LVL BEAM �GLTV" SERIES TO MATCH DEPTH ROUGN fRAbI�IG NAIUNG St�IEDULE (IN L�U OF IBC TA�E .1Q1 ,
<br /> EXT. EXTERIOR STD. STANDARD STRUCTURAL SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT „ � „ ��� '`
<br /> STGR. STAGGER SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE 5.25 IMDE PSL OR LVL BEAM GLN SERIES TO MATCH DEPTH CONNEC�ION FASIENING �
<br /> OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. 7" WIDE PSL BEAM �HGLTV" SERIES TO MATCH DEPTH
<br /> FAB. FABRICATION $TIFF. STIFFENER(S) PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING TO PREVENT 1. JOIST TO SIIl OR GIRDER (3) 0.131" X 3" TOENAILS
<br /> FB FLUSH BEAM STIR. STIRRUP(S) 01401: STRUCTLIRAL OBSERVATION MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS. pg�04: SHRINKAGE OF YMOOD FRAMING 2. BRIDGING TO JOIST (3) 0.131" X 3" 70ENAILS EA. END
<br /> FDN. FOUNDATION STL. STEEL STRUCTURAL OBSERVATION IS NOT REQUIRED. SHRINKAGE IN WOOD FRAMING 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. FINISH FLOOR STRUC. STRUCTURAL ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR COMPRESSION OF ASSEMBUES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND 4. WIDER THAN 1X6 SUBFLR. TO JST. (3) 0.131" X 2.5" FACE NAIL
<br /> FIN. FINISH(ED) STRUCT. STRUCTURAL MASONRY FOUNDATION NfALL LESS THAN 8 INCHES FROM EXPOSED EARTH.
<br /> FLG. FLANGE SUSP. SUSPENDED(TION) 01402: QUAUTY ASSURANCE REQUIREMENTS MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT 5. 2" SUBFLOOR TO JST./GIRDER (2) 0161" X 3.5" �1ND & FACE NAIL
<br /> FLR. FLOOR SYMM. SYMMETRICAL THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE. THE USE OF KILN DRIED 6. SOLE PLATE TO JST. OR BLKG. 0.131" X 3" AT 8" O.C. TYP. FACE NAIL
<br /> FN FIELD (FACE) NAIL NOTED IN SECTION 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 FRAMING MEMBERS PRIOR TO M M "AT BRACED WALL PANEL (4) 0.131" X 3" AT 16" O.C. FACE NAIL
<br /> HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED IN SUCH SECTIONS APPUCATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE.
<br /> F.O. FINISHED OPENING T. TOP 7. TOP PLATE TQ STUD (3) 0.131" X 3" END NNL
<br /> F.O.C. FACE OF CONCRETE T.&B. TOP AND BOTTOM HAS BEEN PROVIDED. 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH 8. STUD TO SOLE PLATE (4) 0.131" X 3" TOENAIL
<br /> F.O.M. FACE OF MASONRY TEMP. TEMPORARY QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGHT WOOD FRAMING ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE 06160: YMOOD SHEATFIING (OR) (3) 0.131" X 3" END NAIL
<br /> F.O.S. FACE OF STUD T.&G. TONGUE AND GROOVE BARRIER. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 9. DOUBLE STUDS 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.O.W. FACE OF WALL THK. THICK(NESS) AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA 10. DOUBLE TOP PLATES 0.131" X 3" AT 8" O.C. TYP. FACE NNL
<br /> FRM. FRAME(ING) THRD. THREADED QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR WIND EXPOSURE B WHERE BASIC WIND 2• IF IN AN ENCLOSED CRAINL SPACE OR AN UNEXCAVATED AREA WITHIN THE W�TM EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE DWBLE T� PLATE LAP SPLICE (20) Q.131" X 3" FACE NAILS
<br /> F.S. FAR SIDE TN TOE NAIL BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS SPAN RATING AND
<br /> FT. FEET(FOOT) SPEED IS LESS THAN 120 MPH. THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN ' ° 11. JOIST/RAFTER BLKG. TO PLATE (3) 0.131 X 3" TOENAILS
<br /> T.O.S. TOP OF SHEATHING(SLAB) FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br /> IMPERVIOUS MOISTURE BARRIER. 12. RIM JOIST TO TOP PLATE 0.131 X 3" AT 6" O.C. TOENAIL �--�
<br /> FRTW FIRE RETARDANT TREATED WOOD T.O.W. TOP OF WALL SUMMARY; A QUAUTY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS EDGE FIELD 13. TOP PLATE LAP INTERSECTIONS (3) 0.131" X 3" FACE NNL �i
<br /> FTG. FOOTING TRANSV. TRANSVERSE STRUCTURE. NAILS NAILS �
<br /> T.O.S.. TOP OF STEEL 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN ROOF: 7/16" 40�20 C-D APA CDX T&G 8d AT 6" 8d AT 12" 14. DOUBLE 2X JOIST/HEADER 0.131" X 3" AT 12" FACE NAIL EA. EDGE ^ � O
<br /> GA. GAUGE TYP. TYPICAL IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. . „ „ 15. CEILING JOISTS TO PLATE (5) 0.131" X 3" TOENIAIL V/ � �
<br /> 01700: EXECU110N REQUIREMENTS FLOOR: 3/4 APA RATED STURD-1-FLOOR OSB 40�20 T&G 10d AT 6 10d AT 12 M M �
<br /> 16. CONTINUOUS HEADER TO STUD (4) O.t31 X 3 TOENAILS �'� �...� �
<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 W/EXTERIOR GLUE SEE SCHEDULE SHEET S1.1 �
<br /> GB. GRADE BEAM U.N.O. UNLESS NOTED OTHERWISE CODES. 17. CLG. JST. LAP AT PAR�I�IONS (4) 0.131" X 3" FACE NNL O 4� �
<br /> CONCRETE OR MASONRY WALLS BELOW GRADE. �
<br /> GLB GLUE LAMINATED BEAM U�S UNDERSIDE ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN 18. CLG. JST. TO PARALLEL RAFTER (4) Q.131" X 3" FACE NNL �
<br /> GRD. GRADE � PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE 19. RAFZER TO PLATE (3) 0.131" X 3" TOENAIL '
<br /> G4YB GYPSUM WALLBOARD V. VERTICAL PRESERVATIVE TREATMENT SHALL BE PER AMERICAN W�OOD PRESERVERS ASSOCIATION � 4
<br /> PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT 20. 1X BRACE TO EA. STUD & PLATE (2) 0.131" X 3" FACE NNL
<br /> GYP. GYPCRETE VERT. VERTICAL 02000: SITE CONS?RUC�ION (AWPA) SPECIFICATION C2 AND C9 OR APPUCABLE STANDARDS. BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE 21. 1X8 OR LESS SHTG. TO EA. BRG. (2) 0.131" X 3" FACE NNL � U
<br /> VIF VERIFY IN FIELD AI1 SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING �� � p �
<br /> H. HORIZONTAL RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE 22.WIDER THAN 1X8 SHTG. TO BRG. (3) 0131M X 3" FACE NNL � � � �
<br /> HD HOLDOWN W. WIDE(WIDTH) 01300) AND IN SUBSEQUENT DIRECTIVES. WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED 23.BUILT-UP CORNER STUDS (3) 0.131 X 3" AT 16 O.C. FACE NAIL � � �
<br /> H.D.G. HOT DIPPED GALVANIZED W/ WITH PER ASTM A153 OR STAINLESS STEEL. 24.BUILT-UP GIRDERS AND BEAMS 0.131" X 3" AT 12" EA. EDGE STAGGERED �"�
<br /> HDR. HEADER W 0 WITHOUT 02260: EXCAVA�ION SUPPORT AND PROTEC110N 06176: METAL PLATE CONNEC7ED YMOOD TRUSSES � ,� �,
<br /> �- EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND
<br /> HGR. HANGER WD. WOOD � �-�-,i � O
<br /> HORZ. HORIZONTAL W.H.S. WELDED HEADED STUDS MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN �r ,l
<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 M E T A L P L A T E C O N N E C T E D W O O D T R U S S C O N S T R U C T I O N) A N D O S S C �5 STR U CTU R AL D R AWI N G LI ST v � � �
<br /> R E C O M M E N D A T I O N S A T T H E C O N T R A C T O R�S E X P E N S E. S E C T I O 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 L B E S U B M I T T E D P E R T H E �
<br /> H R H E A D E R W,S. W E L D E D S T U D � 0
<br /> H.S.B. HIGH STRENGTH BOLT WT. WEIGHT REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON �--+
<br /> E X C A V A T I O N S L O P E S S H A L L B E S A F E A N D S H A L L N O T B E G R E A T E R T H A N T H E L I M I T S T H E P L A N S, L O A D S P E R S E C T�O N 0 1 2 0 0, A N D T H E F O L L O W I N G: S H E E T D E S C R I P T I O N D A T E C C� 4� �
<br /> H T. H E I G H T W.W,F. WELDED WIRE FABRIC �
<br /> SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. TOP CHORD LIVE LOAD S E�SECTION 01200 S1.0 STRUCTURAL NOTES 11/06/14 ��/�, •� � p
<br /> I.D. INSIDE DIAMETER X-STG EXTRA STRONG I N S T A L L A T I O N O F C O N S T R U C T I O N S H O R I N G, I F R E Q U I R E D, S H A L L B E P E R T H E S H O R I N G T O P C H O R D D E A D L O A D 1 0 P S F S 1.1 S H E A R W A L L S C H E D U L E A N D D E T A I L S 1 1/0 6/l 4 � 1 � W P..�
<br /> I.E. INVERT ELEVATION XX-STG DOUBLE EXTRA STRONG D R A W I N G S, N O T E S, A N D S P E C I F I C A T I O N S. TOP CHORD DRAG LOAD SEE PLAN S 1.2 H O L D O W N S C H E D U L E A N D D E T A I L S 1 1/0 6/1 4
<br /> I.F. INSIDE FACE
<br /> YD YARD TOP CHORD NET WIND UPUFT 7 PSF (NET)
<br /> 02300: BAC1(FILL AND COMPAC110N BOTTQM CHORD DEAD LOAD 5 PSF S6.0 TYPICAL FOUNDATION DETAILS 11/06/i4
<br /> BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY HVAC SEE MECHANICAL S6.1 MISCELLANEOUS DETAILS 11�06/l4
<br /> DEBRIS. BACKFILL BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE LIVE LOAD DEFLECTION L/360 S6.2 TYPICAL BASEMENT DETAILS 11 06 l4
<br /> PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE � �
<br /> CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMM�NDATIONS. S9.0 TYPICAL FLOOR FRAMING DETAILS 11/06/14
<br /> •
<br /> S9.1 TYPICAL ROOF FRAMING DETAILS 11/06/14
<br />
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