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ABBREVIATIONS
<br />S T R U C 0 T E S
<br />T URAL N
<br />- & AND IN. INCHES)
<br />01000: GENERAL REQUIREMENTS
<br />06100: ROUGH FRAMING
<br />06185: STRUCTURAL GLUED LAMINATED TIMBER
<br />0 AT INFO. INFORMATION
<br />THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY
<br />CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI
<br />SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCUB)
<br />GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
<br />' FEET(FOOT) INT. INTERIOR
<br />DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS,
<br />318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".
<br />"GRADING AND DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE SOS
<br />(AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END
<br />" INCH INCHES
<br />( )
<br />AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL
<br />AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER
<br />SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP
<br /># POUND(S}, NUMBER JST. JOIST
<br />CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF
<br />CEMENT AND CONCRETE SHALL ADMIXTURES SHALL
<br />CRE H LL CONFORM TO IBC SECTION 1903 & 1904. A BE
<br />FROM WEATHER AND PROVIDE FURTHER DRYING OF ABSEILED FRAMING TO MINIMIZE
<br />DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN
<br />�. JOINT
<br />= EQUAL(S)
<br />THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO
<br />APPROVED BY THE ENGINEER OF RECORD. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE
<br />WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH
<br />MATERIAL PROPERTIES SHALL BE AS FOLLOWS:
<br />/ PER
<br />ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS
<br />USED.
<br />CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER
<br />K KIPS(1000)
<br />NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN.
<br />SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS
<br />USE COMBINATION SYMBOL SPECIES CAMBER
<br />A.B. ANCHOR BOLT
<br />THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS
<br />U.N.O. PER PLAN/SCHEDULE:
<br />SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD
<br />ABV. ABOVE LAT. LATERAL
<br />THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY
<br />PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC
<br />Fb Fv Fcp Fc E
<br />CONTINUOUS BEAM 24F-V8 DF/DF ZERO
<br />ADD. ADDITIONAL L.B. POUND(S)
<br />CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING
<br />SECTIONS 1904 AND 1905.
<br />USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI)
<br />CANTILEVER BEAM 24F-V8 DF/DF ZERO
<br />ADJ. ADJACENT L.B. LAG BOLT(S)
<br />ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE
<br />�
<br />WALL STUDS/BLOCKING
<br />ALUM. ALUMINUM LG. LONG(ITUDINAL)
<br />PROPERLY SUPPORTED.
<br />CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS:
<br />2X, 3X HEM-FlR STUD 675 150 405 800 1.2E6
<br />UNEXPOSED GLUED -LAMINATED 11MBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS
<br />ALT. ALTERNATE LGTH. LENGTH
<br />4" WIDE
<br />NOTED OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS
<br />APPRX. APPROXIMAIE(LY) LGMF LIGHT GAUGE METAL FRAMING
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE
<br />28 DAY MAX. MAX. AIR SPECIAL LOCATION
<br />PER ARCHITECT
<br />ARCH. ARCHIIECT(URAL} LLH LONG LEG HORIZONTAL
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION,
<br />STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND
<br />2X, 3X HEM -FIR N0. 2 850 150 405 1300 1.3E6
<br />ASSY ASSEMBLY LLV LONG LEG VERTICAL
<br />SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE
<br />f c (PSI} RATIO (INCHES) (PERCENT) REQUIRED APPLICATION
<br />B. BOTTOM LSH LONG SLOTTED HOLES)
<br />UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-332-2344.
<br />6" & WIDER
<br />06190: MANUFACTURED WOOD BEAMS
<br />BEL. BELOW LT. WT. LIGHT WEIGHT
<br />0 NO FO
<br />MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON
<br />BEN BOUNDARY EDGE NAILING L.W. LIGHT WEIGHT
<br />01100• CODE REQUIREMENTS
<br />3500 0.45 4 1 t1 NO UN ATION AND STEM WALLS
<br />WALL PLATES
<br />2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6
<br />THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE,
<br />B.F. BRACED FRAME
<br />ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO TH 2O15 NTERNA11ONAL BUILDING
<br />(CALCULATED AT 2500psi FOR
<br />ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM
<br />BLDG. BUILDING MAS. MASONRY
<br />CODE AS ADOPTED BY EVERETT, WASHINGTON.
<br />STRENGTH CALCULATIONS, NO SPECIAL
<br />4
<br />AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR
<br />BLK. BLOCK MASN. MASONRY
<br />L�
<br />INSPECTION REQUIRED. )
<br />2X6, 3X6 HEM -FIR N0. 2 850 150 405 1300 1.3E6
<br />ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS SHALL BE SUBMITTED PER THE
<br />BLKG. BLOCKING MAT. MATERIAL
<br />b1200: DESIGN LOADS
<br />REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS:
<br />BLW. BELOW MAX. MAXIMUM
<br />LIVE LOADS
<br />3000 0.45 4±1 5±1 NO EXTERIORS BON GRADE,
<br />JOISTS
<br />BM. BEAM M.B. MACHINE BOLT
<br />ROOF (SNOW) 25 PSF
<br />DRIVEWAYS, CURBS, WALKWAYS,
<br />2X, 3X HEM -FIR NO. 2 850 150 405 1300 1.3E6
<br />MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI)
<br />BMU BRICK MASONRY UNIT MBM METAL BUILDING MANUFACTURER
<br />FLOORS (RESIDENTIAL) 40 PSF
<br />PATIOS, PORCHES, STEPS EXPOSED
<br />LVL = MICROLAM 1.9 E6 2600 750 285
<br />BN BOUNDARY NAILING MECH. MECHANICAL
<br />TO WEATHER, AND GARAGE FLOORS.
<br />PSL = PARAU.AM 2.0 E6 2900 650 290
<br />BNDRY. BOUNDARY M.E.J. MASONRY EXPANSION JOINT
<br />SNOW LOAD DESIGN DATA:
<br />2500 0.50 5±1 0±1 NO ALL OTHER CONCRETE
<br />LEDGERS
<br />LSL = 1.75" TTMBERSTAND 1.55 E6 2250 750 400
<br />B.O. BOTTOM OF MEZZ. MEZZANINE
<br />P g = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0,
<br />2X 3X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1.6E6
<br />'
<br />LSL RIM = 1.5 TIMBERSTAND RIM BOARD
<br />B.O.E. BOTTOM OF EXCAVA1ON MFR. MANUFACTURER
<br />ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR
<br />4X DOUGLAS FIR -LARCH N0. 1 1000 180 625 1500 1.7Efi
<br />B.O.F. BOTTOM OF FOOTING MIN. MINIMUM
<br />WIND DESIGN DATA:
<br />5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY A
<br />'
<br />BRDG. BRIDGE(1NG) MISC. MISCELLANEOUS
<br />-
<br />BASIC WIND SPEED: 110 MPH (LILT.) 85 MPD (ASD)
<br />TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME
<br />BRG. BEARING MTL. METAL
<br />WIND IMPORTANCE FACTOR: Iw = 1.0
<br />SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR
<br />BEAMS AND POSTS
<br />06196: PREFABRICATED PLYWOOD V.0 JOISTS
<br />BTM. BOTTOM
<br />WIND EXPOSURE; EXPOSURE B
<br />INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR
<br />4X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1.6E6
<br />PREFABRICATED PLYWOOD WEB JOISTS SHALL BE THE SIZE AND TYPE SHOWN ON THE
<br />BTWN. BETWEEN (N) NEW
<br />TOPOGRAPHICAL FACTOR: Kzt = 1.0
<br />OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF:
<br />6X DOUGLAS FIR -LARCH N0. 1 TROD 170 625 1000 1.6E6
<br />DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE,
<br />NI I R Ivnti-1 r1An R17APIAI(`_
<br />1 Wn TFCT PAl I C inn PCI RBI r w Twr* CPnr11=1p"n CTRpAICTI-I
<br />CDCnnr1Al AWN IAICTAI I A nAkl CUAI I DC DCD ilAKII ICAnTI IDCD CDCnICInA*nAKlC INCT
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<br />CAMBER
<br />NO.
<br />NUMBER
<br />ITV I tKIVAL VKtbbUKt LUttNUtN I:
<br />uupl = t/- U.1 a
<br />2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL
<br />FLANGES SHALL NOT BE CUT.
<br />DRILLED HOLES IN WEB SHALL BE PER MANUFACTURER
<br />CAMB.
<br />CAMBERED}
<br />N.S.
<br />NEAR SIDE
<br />COMPONENT/CLADDING WIND PRESSURE:
<br />P(C) = 25 PSF 2a
<br />BELOW THE SPECIFIED STRENGTH.
<br />REQUIREMENTS. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF
<br />CANT.
<br />CANTILE
<br />N.T.S.
<br />NOT TO SCALE
<br />CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING
<br />SECTION 01330. DESIGN LOADING AND DEFLECTION CRITERIA SHALL BE AS FOLLOWS:
<br />CF
<br />OR(ED)
<br />CUBIC FOOT
<br />N.W.C.NORMAL WEIGHT CONCRETE
<br />EARTHQUAKE DESIGN DATA:
<br />AT NO ADDITIONAL EXPENSE TO THE OWNER.
<br />06102; FRAMING NOTES
<br />i
<br />C.I.P.
<br />C.J.
<br />CAST IN PLACE
<br />CONSTRUCTION JOINT
<br />O.C.
<br />ON CENTER
<br />SEISMIC IMPORTANCE FACTOR:
<br />SPECTRAL RESPONSE ACCELERATIONS:
<br />le = 1.0
<br />Ss = 1.33 S1 = 0.505
<br />RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT
<br />FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND
<br />TOP CHORD LIVE LOAD
<br />TOP CHORD DEAD LOAD
<br />SEE LIVE LOADS IN SECTION 01200
<br />12 PSF
<br />CL
<br />CENTER LINE
<br />O.D.
<br />OUTSIDE DIAMETER
<br />SITE CLASS:
<br />SITE CLASS E
<br />PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW.
<br />DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-11E. EQUIVALENT HARDWARE
<br />MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE
<br />BOTTOM CHORD DEAD LOAD
<br />6 PSF
<br />- CLG.
<br />CLR.
<br />CEILING
<br />CLEAR
<br />O.F.
<br />O.H.
<br />OUTSIDE FACE
<br />OPPOSITE HAND
<br />SPECTRAL RESPONSE COEFFICIENTS:
<br />(ASCE 7 20.3.1 EXCEPTION MET)
<br />SDS = 0.798 SD1 = 0.808
<br />CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT
<br />PER MANUFACTURERS SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS
<br />MECHANICAL LOADS
<br />LIVE LOAD DEFLECTION
<br />SEE MECHANICAL PLANS
<br />L/480
<br />COL
<br />COLUMN
<br />OPNG.
<br />OPENING
<br />SEISMIC DESIGN CATEGORY:
<br />SEISMIC DESIGN CATEGORY D
<br />SPECIFIED BY THE ARCHITECT.
<br />TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE
<br />CONC.
<br />CONCRETE
<br />DPP.
<br />OPPOSITE
<br />BASIC FORCE RESISTING SYSTEM:
<br />BEARING WALL SYSTEM
<br />R
<br />SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER
<br />CONN.
<br />CONNEC110N
<br />ORNT.
<br />ORIENTATE(ION)
<br />DESIGN BASE SHEAR:
<br />Cs 0.123 W
<br />03100: REINFORCING STEEL
<br />REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER P DETAIL, OR
<br />CONST.
<br />CONSTRUCTION
<br />OSB
<br />ORIENTED STRAND BOARD
<br />RESPONSE MODIFICATION FACTOR:
<br />R = 6.5 (LIGHT -FRAME WALLS}
<br />R F ING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI
<br />3 8-14. ONFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS:
<br />SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 23 4.10.1 R TO
<br />THE FASTENING SCHEDULE ON SHEET S1.1. f�
<br />CONT.
<br />CONTINUOS
<br />O.W.J.
<br />OPEN WEB JOIST
<br />ANALYSIS PROCEDURE:
<br />EQUIVALENT LATERAL FORCE
<br />4.
<br />/ � �3
<br />BEARING
<br />WALL STUD SCHEDULE
<br />CTSK.
<br />CTR
<br />COUNTERSINK
<br />CENTERED)
<br />PAR.
<br />PARALLEL
<br />01300: GEOTECHNICAL INFORMATION
<br />ASTM A-615 DEFORMED BARS GRADE 40 (fy--40 KSI) FOR #3 BARS ONLY
<br />N AILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS
<br />CY
<br />CUBIC YARD
<br />P/C
<br />PRECAST
<br />EARTHWORK AND FOUNDA11ONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL
<br />ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER
<br />FOLLOWS.
<br />PEN
<br />PANEL EDGE NAIL
<br />ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON
<br />ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS
<br />NAIL SIZE
<br />DIAMETER
<br />LENGTH
<br />d
<br />PENNY(NAILS)
<br />PERP.
<br />PERPENDICULAR
<br />COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED
<br />ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC
<br />8d
<br />0.131"
<br />2.5"
<br />DB
<br />DBA
<br />DROPPED BEAM
<br />DEFORMED BAR ANCHORS
<br />PL
<br />PL
<br />PLATE
<br />PROPERTY LINE
<br />GEOTECHNICAL ENGINEER.
<br />REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR
<br />10d
<br />0.148"
<br />3.0"
<br />DBL
<br />DOUBLE
<br />PLN
<br />PLAN
<br />CONVENTIONAL FOUNDA11ONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS
<br />FIBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE
<br />12d
<br />0.148"
<br />3.25"
<br />DEP
<br />DEMAND CRITICAL WELD
<br />pLMgG.
<br />PLUMBING
<br />PER GEOTECHNICAL REPORT OLYGON-127-01 DATED AUGUST 12, 2015 BY GEODESIG
<br />SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS
<br />16d
<br />0.162"
<br />3.5"
<br />DEPT.
<br />DEPARTMENT
<br />PLYWD.
<br />PLYWOOD
<br />INC:
<br />SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED.
<br />DET.
<br />DETAIL
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />ALLOWABLE BEARING PRESSURE 2000 PSF
<br />UNLESS NOTED OTHERWISE
<br />PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT
<br />DF
<br />DOUGLAS FIR
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />AC11VE EARTH PRESSURE YEILDING 35 PCF
<br />( )
<br />COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
<br />SILL PLATES SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE
<br />STUD SIZE
<br />WALL TYPE
<br />LOCATION
<br />PLATE SIZE
<br />AND SPACING
<br />EXTERIOR
<br />TYPICAL U.N.O.
<br />2 X 6
<br />2 X 6 0 16'
<br />PER PLAN
<br />CRAWL SPACE
<br />TYPICAL
<br />2 X 4
<br />2 X 4 0 16'
<br />INTERIOR
<br />TYPICAL U.N.O.
<br />2 X 4
<br />2 X 4 0 16'
<br />PER PLAN
<br />Y
<br />DIA. DIAMETER P.T. PRESERVATIVE TREATED
<br />ACTIVE EARTH PRESSURE (AT -REST) 55 PCF
<br />AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM
<br />DIAG. DIAGONAL PT POST TENSIONED)
<br />PASSIVE EARTH PRESSURE 300 PCF
<br />CONCRETE CAST AGAINST EARTH "
<br />OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS
<br />BEARING WALL NOTES:
<br />DIAPH. DIAPHRAGM
<br />COEFFICIENT OF FRICTION 0.30
<br />ALL BAR SIZES . ............. 3
<br />THAN 4.5" FROM EACH END OF THE PIECE. A 3"X3"XO.229" PLATE WASHER SHALL BE
<br />1. SEE SHEAR WALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING, BLOCKING, AND PLATE
<br />DIM. DIMENSION QTY. QUANTITY
<br />SOIL PROFILE SITE CLASS E
<br />FORMED SURFACE EXPOSED TO EARTH OR WEATHER
<br />PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER -SINK PLATE WASHERS). A 13/16"
<br />NAILING.
<br />DN. DOWN
<br />#6 AND LARGER .............. 2"
<br />X 1 3/4" DIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASHER IS ALLOWED WITH A
<br />R. RADIUS
<br />D.O. DITTO(REPEAT) A
<br />ALL FOUNDA11ON INSTALLATIONS ARE SUB CT TO APPROVAL OF THE LOCAL BUILDING
<br />#5 AND SMALLER ............. 1 1/2 "
<br />STANDARD CUT WASHER.
<br />2. SEE SAWN LUMBER STRUCTURAL NOTES THIS SHEET FOR SPECIES & GRADE OF WALL
<br />DP. DEEP RAD. RADIUS
<br />INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER.
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER
<br />PLATES AND STUDS.
<br />D.S. DRAG STRUT RE: REFERENCE
<br />WALLS AND JOISTS
<br />DWG. DRAWING(S) REF, REFERENCE
<br />REINF. REINFORCEMENT ING
<br />( }
<br />01330: SHOP DRAY NG SUBMITTAL PROCESS
<br />"
<br />.... 1 1/2 "
<br />#14 AND #18 BARS SMALLER
<br />#11 BARS AND SMALLER 3/4
<br />06103: JOIST AND BEAM HANGERS
<br />JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY
<br />" "
<br />3. SECURE SILL PLATES TO CONCRETE WITH 5/8 DIA. ANCHOR BOLTS AT 48 O.C. TYP.
<br />UNLESS NOTED OTHERWISE. REFER TO THE SHEAR WALL SCHEDULE SHEET S1.1 FOR
<br />DWL. DOWEL(S) REQ. REQUIRED
<br />SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD
<br />.........
<br />...
<br />SLABS AND JOISTS
<br />SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY
<br />ADDITIONAL INFORMATION.
<br />R.F. RIGID FRAME
<br />(E) EXISTING
<br />FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED
<br />#14 AND #18 BARS .... 1 1/2"
<br />ENGINEER OF RECORD JOIST AND BEAM HANGERS SHALL BE INSTALLED PER
<br />R.Q. ROUGH OPENING
<br />EA. EACH
<br />DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A
<br />#11 BARS AND SMALLER ..... 1
<br />ER ...
<br />MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE
<br />4. SEE DETAIL 5/89.0 FOR TOP PLATE SPLICE.
<br />E.E. EACH END R.S. ROUGH SAWN
<br />LICENSED STATE OF WASHINGTON STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG
<br />BEAMS, COLUMNS
<br />PER PLANS OR DETAILS.
<br />E.F. EACH FACE SCH. SCHEDULE
<br />WITH THE SHOP DRAWINGS TO THE BUILDING OFFICIAL FOR APPROVAL PRIOR TO
<br />FABRICATION.
<br />PRIMARY REINFORCEMENT ... 1 1 2"
<br />• • • �„
<br />MEMBER SIZE HANGER
<br />5. EXTERIOR WALLS AT VAULTED AREAS ARE TO BE BALLOON FRAMED.
<br />E.J. EXPANSION JOINT
<br />EL. ELEVATION SCL STRUCTURAL COMPOSITE WOOD
<br />TIES, STIRRUPS, AND SPIRALS .... 1 1 2
<br />/
<br />SAWN" LUMBER "U" SERIES TO MATCH LUMBER SIZE
<br />6. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS OF SAME SIZE AS STUDS
<br />SCHED. SCHEDULE
<br />ELEV. ELEVATOR BHT. SHEET
<br />SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES.
<br />REINFORCING STEEL SHAM BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE
<br />3.125 WIDE GLULAM BEAM HGUS3.25/10
<br />ABOVE. WHERE HEIGHT OF STUD EXCEEDS 4 FEET, CONTACT ENGINEER FOR PROPER STUD
<br />EMBD. EMBEDMENT) BIM. SIMILAR
<br />CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF OREGON
<br />PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT
<br />5.125" WIDE GLULAM BEAM HGUS5.25 10
<br />/
<br />"
<br />6.75 WIDE GLULAM BEAM HGUS6.88/10
<br />SIZE AND SPACING. PROVIDE SHEATHING NAILING AND MUDSILL ANCHORAGE AS SPECIFIED
<br />EN EDGE NAIL S.J. SHRINKAGE CONTROL JOINT
<br />STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR
<br />AS NOTED IN THE DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE
<br />HGU9.00-SDS
<br />FOR WALL ABOVE.
<br />ENG. ENGINEER SKW. SKEWED)
<br />PREFABRICATED PLATED WOOD TRUSSES.
<br />PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED
<br />8.75" WIDE GLULAM BEAM
<br />EQ. EQUAL S.O.G. SLAB ON GRADE
<br />...
<br />EQPT. EQUIPMENT
<br />' E.W. EACH WAY SPC. SPACE(S) (ING)
<br />01400: INSPECTIONS AND SPECIAL INSPECTIONS
<br />ON THE DESIGN DRAWINGS.
<br />MANUFACTURED WOOD "I" JOIST "IUS" SERIES TO MATCH "I" JOIST SIZE
<br />1.75" WIDE PSL OR LVL BEAM "LBV" SERIES TO MATCH DEPTH
<br />4 ROUGH FRAMING NAILING SCHEDULE
<br />- EXP. EXPANSION SPEC. SPECIFICATION(S)
<br />THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPEC11ONS REQUIRED
<br />06071: PRESERVATIVE TREATED WOOD PRODUCTS
<br />2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH
<br />- EXST. EXISTING SQ. SQUARE
<br />BY THE LOCAL BUILDING DEPARTMENT.
<br />PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE
<br />3.5" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH
<br />ROUGH FRAMING NAILING SCHEDULE (IN LIEU OF IBC TABLE .10.1
<br />• EXT. EXTERIOR STD. STANDARD
<br />_ STGR. STAGGER
<br />SPECIAL INSPEC11ONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS
<br />STRUCTURAL SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT
<br />BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE
<br />5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH
<br />CONNEC11ON FASTENING 4
<br />- FAB. FABRICATION STIFF. S1IFFENER(S)
<br />OTHERWISE REQUIRED BY THE BUILDING OFFICIAL
<br />PROTECTION FROM A ROOF, SAVE, OVERHANG OR OTHER COVERING TO PREVENT
<br />7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH
<br />1. JOIST TO SILL OR GIRDER (3) 0.131' X 3' TOENAILS
<br />FB FLUSH BEAM STIR. SIIRRUP(S)
<br />01401: STRUCTURAL OBSERVATION
<br />MOISTURE OR WATER ACCUMULA11ON AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS.
<br />06104: SHRINKAGE OF WOOD FRAMING
<br />2. BRIDGING TO JOIST (3) 0.131' X 3' TOENAILS EA. END
<br />FDN. FOUNDATION STL. STEEL
<br />F.F. FINISH FLOOR STRUC. STRUCTURAL
<br />STRUCTURAL OBSERVATION IS NOT REQUIRED.
<br />ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR
<br />SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO
<br />3. 1X6 OR LESS SUBFLR. TO JST. (2) 0.131' X 2.5' FACE NAIL
<br />4. WIDER THAN 1X6 SUBFLR. TO JST. (3) 0.131' X 2.5" FACE NAIL
<br />FIN. FINISH ED STRUCT. STRUCTURAL
<br />.
<br />01402. QUALITY ASSURANCE REQUIREMENTS
<br />MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH.
<br />COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND
<br />MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT
<br />„
<br />5. 2 SUBFLOOR TO JST./GIRDER (2) 0.161 X 3.5 BLIND &FACE NAIL
<br />SUSP. SUSPENDED 1TON
<br />FLG. FLANGE ( )
<br />FLR. FLOOR SYMM. SYMMETRICAL
<br />THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS
<br />POSTS O OR COLUMNS SUPPORTING AN SUPPORTED BY A
<br />0 T1NG PERMANENT STRUCTURES D
<br />TO ACCOMMODATE 1 4 INCH PER FLOOR WOOD SHRINKAGE. THE USE OF KILN DRIED
<br />/
<br />6. SOLE PLATE TO JST. OR BLKG. 0.131' X 3' AT 8' O.C. TYP. FACE NAIL
<br />It' 'AT
<br />FN FIELD (FACE) NAIL
<br />NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01401
<br />CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT;
<br />LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO
<br />BRACED WALL PANEL (4) 0.131' X 3' AT 16' O.C. FACE NAIL
<br />"
<br />T. TOP
<br />HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED N SUCH SECTIONS
<br />I
<br />P ON OF FINISHES TILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE.
<br />A PLICAII7.
<br />TOP PLATE TO STUD {3) 0.131 X 3 END NAIL
<br />F 0. FINISHED OPENING
<br />F.O.
<br />F.O.C. FACE OF CONCRETE T.&B. TOP AND BOTTOM
<br />HAS BEEN PROVIDED.
<br />1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH
<br />8. STUD TO SOLE PLATE 4 0.131' X 3' TOENAIL
<br />F.O.M. FACE OF MASONRY TEMP. TEMPORARY
<br />QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGHT WOOD FRAMING
<br />ABOVE SLAB N IMPERVIOUS MOISTURE
<br />THE L B AND SEPARATED THEREFROM BY AN IMPE E
<br />BARRIER.
<br />06160: WOOD SHEATHING
<br />OR 3 0.131 X 3 END NAIL
<br />( } {) " "
<br />F.O.S. FACE OF STUD T.&G. TONGUE AND GROOVE
<br />WITH DESIGN SPECTRA RESPONSE AT SHORT PERIODS Sds EXCEEDING 0.50 L H
<br />EXCEED 9'
<br />STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE
<br />9. DOUBLE STUDS 0.131 X 3 AT 8 O.C. FACE NAIL
<br />"
<br />F.O.W. FACE OF WALL THK. THICKNESS)
<br />,NOT
<br />AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA
<br />"
<br />10. DOUBLE TOP PLATES 0.131 X 3 AT 8 O.C. TYP. FACE NAIL
<br />FRM. FRAME(ING) THRD. THREADED
<br />QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR WIND EXPOSURE B WHERE BASIC WIND
<br />2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVAIED AREA WITHIN THE
<br />BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE
<br />WITH EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) .PANELS SHALL BE
<br />DOUBLE TOP PLATE LAP SPLICE (20) 0.131' X 3' FACE NAILS
<br />F.S. FAR SIDE TN TOE NAIL
<br />FT. FEET(FOOT) T.O.S. TOP OF SHEATHING(SLAB)
<br />SPEED IS LESS THAN 120 MPH.
<br />THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN
<br />EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS, SPAN RATING, AND
<br />FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br />11. JOIST/RAFTER BLKG. TO PLATE 3 0.131 X 3' TOENAILS
<br />( )
<br />RIM JOIST TO TOP PLATE
<br />FRTW FIRE RETARDANT TREATED WOOD T.O.W. TOP OF WALL
<br />SUMMARY. A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS
<br />IMPERVIOUS MOISTURE BARRIER.
<br />EDGE FIELD
<br />12. 0.131 X 3' AT 6' O.C. TOENAIL
<br />13. TOP PLATE LAP INTERSECTIONS (3) 0.131' X 3' FACE NAIL
<br />FTG. FOOTING TRANSV. TRANSVERSE
<br />T.O.S.. TO 0 STEEL
<br />STRUCTURE.
<br />3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN
<br />- NAILS " NAILS "
<br />ROOF. 7/16 40/20 C D APA CDX T&G 8d AT 6 8d AT 12
<br />14. DOUBLE 2X JOIST/HEADER 0.131' X 3' AT 12' FACE NAIL EA. EDGE
<br />GA. GAUGE TYP. TYPICAL
<br />01700: EXECUTION REQUIREMENTS
<br />IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH."
<br />" "
<br />FLOOR: 3/4 APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6 1Od AT 12
<br />15. CEILING JOISTS TO PLATE 5 0.131' X 3" TOENAIL
<br />GALV. GALVANIZE(D)
<br />U.N.O. UNLESS NOTED OTHERWISE
<br />INSTALLA11ON OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL
<br />4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR
<br />SHEARWALL: 7/16" C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET S1.1
<br />16. CONTINUOUS HEADER TO STUD (4) 0.131' X 3' TOENAILS
<br />17. CLG. JST. LAP AT PARTITIONS (4) 0.131' X 3' FACE NAIL
<br />GB. GRADE BEAM
<br />U S UNDERSIDE
<br />GLB GLUE LAMINATED BEAM /
<br />CODES.
<br />CONCRETE OR MASONRY WALLS BELOW GRADE.
<br />ALL ROOF FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN
<br />18. CLG. JST. TO PARALLEL RAFTER 4 0.131' X 3' FACE NAIL
<br />( )
<br />GRD. GRADE
<br />PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS ASSOCIATION
<br />.AND
<br />PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE
<br />19. RAFTER TO PLATE (3) 0.131' X 3' TOENAIL
<br />GWB GYPSUM WALLBOARD V. VERTICAL
<br />VERT. VERTICAL
<br />02000: SITE CONSTRUCTION
<br />(AWPA) SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS.
<br />PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT
<br />20. 1X BRACE TO EA. STUD & PLATE (2) 0.131' X 3' FACE NAIL
<br />GYP. GYPCRETE
<br />VIF VERIFY IN FIELD
<br />ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING
<br />BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE
<br />BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE
<br />21. 1X8 OR LESS SHTG. TO EA. BRG. (2) 0.131' X 3' FACE NAIL
<br />22.WIDER THAN 1X8 SHTG. TO BRG. (3) 0.131' X 3' FACE NAIL
<br />H. HORIZONTAL
<br />RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SEC11ON
<br />ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT
<br />23.BUILT-UP CORNER STUDS 3 O 0.131' X 3' AT 16' O.C. FACE NAIL
<br />HD HOLDOWN W. WIDE(WIDTH)
<br />01300) AND IN SUBSEQUENT DIRECTIVES.
<br />WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED
<br />„
<br />GIRDERS AND
<br />H.D.G. HOT DIPPED GALVANIZED W/ WITH
<br />022fi0: EXCAVATION SUPPORT AND PROTECTION
<br />PER ASTM A153 OR STAINLESS STEEL
<br />06176: METAL PLATE CONNECTED WOOD TRUSSES
<br />24.BUILT-UP BEAMS 0.131 X 3 AT 12 EA. EDGE STAGGERED
<br />HDR. HEADER W/0 WITHOUT
<br />EXCAVA11ON FOR FOUNDA11ONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE
<br />PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND
<br />HGR. HANGER WD. WOOD
<br />HOR HORIZONTAL W.H.S. WELDED HEADED STUDS
<br />MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER -EXCAVATED
<br />AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL
<br />SHALL COMPLY NTH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN
<br />STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC
<br />5 STRUCTURAL DRAWING LIST
<br />HORZ. HORIZONTAL W.P. WORK POINT
<br />HR HEADER W.S.WELDED STUD
<br />RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE.
<br />SECTION 2303.4. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER THE
<br />H.S.B. HIGH STRENGTH BOLT W. WEIGHT
<br />EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS
<br />REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON
<br />THE PLANS, LOADS PER SEC11ON 01200, AND THE FOLLOWING:
<br />SHEET DESCRIPTION DATE
<br />HT. HEIGHT W.W.F. WIELDED WIRE FABRIC
<br />SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS.
<br />ROOF
<br />I.D. INSIDE DIAMETER X-STG EXTRA STRONG
<br />INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING
<br />TOP CHORD LIVE LOAD SEE SECTION 01200
<br />TOP CHORD DEAD LOAD 10 PSF
<br />S1.0 STRUCTURAL NOTES 11/06/14
<br />S1.1 SHEARWALL SCHEDULE AND DETAILS 11/06/14
<br />I.E. INVERT ELEVATION XX-STG DOUBLE EXTRA STRONG
<br />I.F. INSIDE FACE
<br />DRAWINGS, NOTES, AND SPECIFICATIONS.
<br />TOP CHORD DRAG LOAD SEE PLAN
<br />S1.2 HOLDOWN SCHEDULE AND DETAILS 11/06/14
<br />YD YARD
<br />TOP CHORD NET WIND UPLIFT 7 PSF (NET)
<br />02300: BACKFILL AND COMPACTION
<br />BOTTOM CHORD DEAD LOAD 5 PSF
<br />S6.0 TYPICAL FOUNDA11ON DETAILS 11/06/14
<br />BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY
<br />HVAC SEE MECHANICAL
<br />S6.1 MISCELLANEOUS DETAILS 11/06/14
<br />_
<br />DEBRIS. BACKFILL BEHIND ALL WALLS SHALL NOT BE PLACED UN11L THE WALLS ARE
<br />LIVE LOAD DEFLECTION L/360
<br />S6.2 TYPICAL BASEMENT DETAILS 11/06/14
<br />PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE
<br />-
<br />CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS.
<br />S9.0 TYPICAL FLOOR FRAMING DETAILS 11/06/14
<br />S9.1 TYPICAL ROOF FRAMING DETAILS 11/06/14
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