|
0
<br />ABBREVIATIONS
<br />&
<br />AND
<br />IN.
<br />INCHES)
<br />O
<br />AT
<br />INFO.
<br />lNFORMAiION
<br />FEET(FOOT)
<br />INT.
<br />INTERIOR
<br />'
<br />INCH (INCHES)
<br />#
<br />POUND(S), NUMBER
<br />JST.
<br />JOIST
<br />=
<br />EQUAL(S)
<br />JT•
<br />JOINT
<br />�
<br />PER
<br />K
<br />KIPS(1000)
<br />A.B.
<br />ANCHOR BOLT
<br />ABV.
<br />ABOVE
<br />LAT.
<br />LATERAL
<br />ADD.
<br />ADDITIONAL
<br />LB.
<br />POUND(S)
<br />ADJ.
<br />ADJACENT
<br />L.B.
<br />LAG BOLT(S)
<br />ALUM.
<br />ALUMINUM
<br />LG.
<br />LONG(INDINAL)
<br />ALT.
<br />ALTERNATE
<br />LGTH.
<br />LENGTH
<br />APPRX.
<br />APPROXIMAlE(Ll)
<br />IGMF
<br />LIGHT GAUGE METAL FRAMING
<br />ARCH.
<br />ARCHITECTURAL)
<br />LLH
<br />LONG LEG HORIZONTAL
<br />ASSY
<br />ASSEMBLY
<br />LLV
<br />LONG LEG VERTICAL
<br />B.
<br />BOTTOM
<br />LSH
<br />LONG SLOTTED HOLE(S)
<br />BEL
<br />BELOW
<br />LT. WT.
<br />LIGHT WEIGHT
<br />BEN
<br />BOUNDARY EDGE NAILING
<br />L.W.
<br />LIGHT WEIGHT
<br />B.F.
<br />BRACED FRAME
<br />BLDG.
<br />BUILDING
<br />MAS.
<br />MASONRY
<br />BLK.
<br />BLOCK
<br />MASN.
<br />MASONRY
<br />BLKG.
<br />BLOCKING
<br />MAT.
<br />MATERIAL
<br />BLW.
<br />BELOW
<br />MAX.
<br />MAXIMUM
<br />BM.
<br />BEAM
<br />M.B.
<br />MACHINE BOLT
<br />BMU
<br />BRICK MASONRY UNIT
<br />MBM
<br />METAL BUILDING MANUFACTURER
<br />BN
<br />BOUNDARY NAILING
<br />MECH.
<br />MECHANICAL
<br />BNDRY.
<br />BOUNDARY
<br />M.E.J. MASONRY EXPANSION JOINT
<br />B.O.
<br />BOTTOM OF
<br />MEZZ.
<br />MEZZANINE
<br />B.O.E.
<br />BOTTOM OF EXCAVATION
<br />MFR.
<br />MANUFACTURER
<br />B.O.F.
<br />BOTTOM OF FOOTING
<br />MIN.
<br />MINIMUM
<br />BRDG.
<br />BRIDGE(ING)
<br />MISC.
<br />MISCELLANEOUS
<br />BRG.
<br />BEARING
<br />MTL.
<br />METAL
<br />BIM.
<br />BOTTOM
<br />BTWN.
<br />BETWEEN
<br />(N)
<br />NEW
<br />N.L.B.
<br />NON -LOAD BEARING
<br />C
<br />CAMBER
<br />N0.
<br />NUMBER
<br />CAME.
<br />CAMBERED)
<br />N.S.
<br />NEAR SIDE
<br />CANT.
<br />CANIILEVER(ED)
<br />N.T.S.
<br />NOT TO SCALE
<br />CF
<br />CUBIC f00T
<br />N.W.C.NORMAL WEIGHT CONCRETE
<br />C.I.P.
<br />CAST IN PLACE
<br />C.J.
<br />CONSTRUCTION JOINT
<br />O.C.
<br />ON CENTER
<br />CL
<br />CENTER LINE
<br />O.D.
<br />OUTSIDE DIAMETER
<br />CLG.
<br />CEILING
<br />O.F.
<br />OUTSIDE FACE
<br />CLR.
<br />CLEAR
<br />O.H.
<br />OPPOSITE HAND
<br />COL
<br />COLUMN
<br />OPNG.
<br />OPENING
<br />CONC.
<br />CONCRETE
<br />OPP.
<br />OPPOSITE
<br />CONN.
<br />CONNECTION
<br />ORNL
<br />ORIENTATE(ION)
<br />CONST.
<br />CONSiRUC110N
<br />OSB
<br />ORIENTED STRAND BOARD
<br />CONT.
<br />CONTINUOS
<br />O.W.J.
<br />OPEN WEB JOIST
<br />CTSK.
<br />COUNTERSINK
<br />CiR.
<br />CENTERED)
<br />PAR.
<br />PARALLEL
<br />CY
<br />CUBIC YARD
<br />P/C
<br />PRECAST
<br />PEN
<br />PANEL EDGE NAIL
<br />d
<br />PENNY(NAILS)
<br />PERP.
<br />PERPENDICULAR
<br />DB
<br />DROPPED BEAM
<br />PL
<br />PLATE
<br />DBA
<br />DEFORMED BAR ANCHORS
<br />PL
<br />PROPERTY LINE
<br />DBL
<br />DOUBLE
<br />PW
<br />PLAN
<br />DCW
<br />DEMAND CRITICAL WELD
<br />PLMBG.
<br />PLUMBING
<br />DEFT.
<br />DEPARTMENT
<br />FLYWD.
<br />PLYWOOD
<br />DET.
<br />DETAIL
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />DP
<br />DOUGLAS FIR
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />DIA.
<br />DIAMETER
<br />P.T.
<br />PRESERVATIVE TREATED
<br />DIA6.
<br />DIAGONAL
<br />PT
<br />POST TENSIONED)
<br />DIAPH.
<br />DIAPHRAGM
<br />DIM.
<br />DIMENSION
<br />QTY.
<br />QUANTITY
<br />DN.
<br />DOWN
<br />D.O.
<br />DITTO(REPEAT)
<br />R.
<br />RADIUS
<br />DP.
<br />DEEP
<br />RAD.
<br />RADIUS
<br />D.S.
<br />DRAG STRUT
<br />RE:
<br />REFERENCE
<br />DWG.
<br />DRAWING(S)
<br />REF.
<br />REFERENCE
<br />DWL
<br />DOWEL(S)
<br />REINF.
<br />REIN FORCEM EN T(IN G)
<br />REQ.
<br />REQUIRED
<br />(E)
<br />EXISTING
<br />R.F.
<br />RIGID FRAME
<br />R.O.
<br />ROUGH OPENING
<br />EA.
<br />EACH
<br />R.S.
<br />ROUGH SAWN
<br />E.E.
<br />EACH END
<br />E.F.
<br />EACH FACE
<br />SCH.
<br />SCHEDULE
<br />E.J.
<br />EXPANSION JOINT
<br />SCL
<br />STRUCTURAL COMPOSITE WOOD
<br />EL
<br />ELEVATION
<br />SCHED.
<br />SCHEDULE
<br />ELEV.
<br />ELEVATOR
<br />SHT.
<br />SHEET
<br />EMBD.
<br />EMBEDMENT)
<br />SIM.
<br />SIMILAR
<br />EN
<br />EDGE NAIL
<br />S.J.
<br />SHRINKAGE CONTROL JOINT
<br />ENG.
<br />ENGINEER
<br />SKW.
<br />SKEWED)
<br />EQ.
<br />EQUAL
<br />S.O.G.
<br />SLAB ON GRADE
<br />EQPT.
<br />EQUIPMENT
<br />SPG
<br />SPACE(S) (ING)
<br />E.W.
<br />EACH WAY
<br />SPEC.
<br />SPECIFICATION(S)
<br />EXP.
<br />EXPANSION
<br />EXST.
<br />EXISTING
<br />SQ.
<br />SQUARE
<br />EXT.
<br />EXTERIOR
<br />STD.
<br />STANDARD
<br />STGR.
<br />STAGGER
<br />FAB.
<br />FABRICATION
<br />STIFF.
<br />STIFFENER(S)
<br />f6
<br />FLUSH BEAM
<br />STIR.
<br />STiRRUP(S)
<br />FDN.
<br />FOUNDATION
<br />SiL
<br />STEEL
<br />F.F.
<br />FlNISH FLOOR
<br />STRUC.
<br />STRUCTURAL
<br />FIN.
<br />FlNISH(ED)
<br />STRUCT.
<br />STRUCTURAL
<br />FLG.
<br />FLANGE
<br />SUSP.
<br />SUSPENDED(iION)
<br />FLR.
<br />BOOR
<br />SYMM.
<br />SYMMETRICAL
<br />FN
<br />FIELD (FACE) NAIL
<br />F.O.
<br />FINISHED OPENING
<br />T.
<br />TOP
<br />F.O.C.
<br />FACE OF CONCRETE
<br />T.&B.
<br />TOP AND BOTTOM
<br />F.O.M.
<br />FACE OF MASONRY
<br />TEMP.
<br />TEMPORARY
<br />F.O.S.
<br />FACE OF STUD
<br />T.&G.
<br />TONGUE AND GROOVE
<br />F.O.W.
<br />FACE OF WALL
<br />THK.
<br />iHICK(NESS)
<br />FIRM.
<br />FRAME(ING)
<br />THIRD.
<br />THREADED
<br />F.S.
<br />FAR SIDE
<br />1N
<br />TOE NAIL
<br />FT.
<br />FEET(FOOT)
<br />T.O.S.
<br />TOP OF SHEATHING(SLAB)
<br />FRTW
<br />FIRE RETARDANT TREATED WOOD
<br />T.O.W.
<br />TOP OF WALL
<br />FTG.
<br />FOOTING
<br />1RANSV.
<br />TRANSVERSE
<br />T.O.S..
<br />TOP OF STEEL
<br />GA.
<br />GAUGE
<br />TYP.
<br />TYPICAL
<br />GALV.
<br />GALVANIZE(D)
<br />GB.
<br />GRADE BEAM
<br />U.N.O.
<br />UNLESS NOTED OTHERWISE
<br />GLB
<br />GLUE LAMINATED BEAM
<br />U/S
<br />UNDERSIDE
<br />GIRD.
<br />GRADE
<br />GWB
<br />GYPSUM WALLBOARD
<br />V.
<br />VERTICAL
<br />GYP.
<br />GYPCRETE
<br />VERT.
<br />VERTICAL
<br />VIF
<br />VERIFY IN FIELD
<br />H.
<br />HORIZONTAL
<br />HD
<br />HOEDOWN
<br />W.
<br />WIDE(WIDTH)
<br />H.D.G.
<br />HOT DIPPED GALVANIZED
<br />W/
<br />WITH
<br />HDR.
<br />HEADER
<br />W/0
<br />WITHOUT
<br />HGR.
<br />HANGER
<br />WD.
<br />WOOD
<br />HORZ.
<br />HORIZONTAL
<br />W.H.S.
<br />WELDED HEADED STUDS
<br />HORIZ.
<br />HORIZONTAL
<br />W.P.
<br />WORK POINT
<br />HR
<br />HEADER
<br />W.S.
<br />WELDED STUD
<br />H.S.B.
<br />HIGH STRENGTH BOLT
<br />WT,
<br />WEIGHT
<br />HT.
<br />HEIGHT
<br />W.W.F.
<br />WELDED WIRE FABRIC
<br />I.D.
<br />INSIDE DIAMETER
<br />X-STG
<br />EXTRA STRONG
<br />I.E.
<br />INVERT ELEVA110N
<br />XX-STG
<br />DOUBLE EXTRA STRONG
<br />I.F.
<br />INSIDE FACE
<br />YD
<br />YARD
<br />lil
<br />01000: GENERAL REQUIREMENTS
<br />THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY
<br />DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS,
<br />AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL
<br />CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF
<br />THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO
<br />ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS
<br />NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN.
<br />THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY
<br />CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING
<br />ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE
<br />PROPERLY SUPPORTED.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION,
<br />SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE
<br />UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-332-2344.
<br />01100: CODE REQUIREMENTS
<br />ALL DESIGN AND CONSTRUC11ON SHALL CONFORM TO TH 2O15 NIERNA11ONAL BUILDING
<br />CODE AS ADOPTED BY EVERETT, WASHINGTON.
<br />01200: DESIGN LOADS
<br />LIVE LOADS
<br />ROOF (SNOW) 25 PSF
<br />FLOORS (RESIDENTIAL) 40 PSF
<br />SNOW LOAD DESIGN DATA:
<br />Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0,
<br />WIND DESIGN DATA:
<br />BASIC WIND SPEED:
<br />110 MPH (ULT.) - 85 MPD (ASD)
<br />WIND IMPORTANCE FACTOR:
<br />Iw = 1.0
<br />WIND EXPOSURE:
<br />EXPOSURE B
<br />TOPOGRAPHICAL FACTOR:
<br />Kzt = 1.0
<br />INTERNAL PRESSURE COEFFICIENT:
<br />GCpi = +/- 0.18
<br />COMPONENT/CLADDING WIND PRESSURE:
<br />P(C) = 25 PSF 22
<br />..............
<br />EARTHQUAKE DESIGN DATA:
<br />SEISMIC IMPORTANCE FACTOR:
<br />le = 1.0
<br />SPECTRAL RESPONSE ACCELERATIONS:
<br />Ss = 1.33 Sl = 0.505
<br />SITE CLASS:
<br />SITE CLASS E
<br />(ASCE 7 20.3.1 EXCEPTION MET)
<br />SPECTRAL RESPONSE COEFFICIENTS:
<br />SDS = 0.798 SD1 = 0.808
<br />SEISMIC DESIGN CATEGORY:
<br />SEISMIC DESIGN CATEGORY D
<br />BASIC FORCE RESISTING SYSTEM:
<br />BEARING WALL SYSTEM
<br />DESIGN BASE SHEAR:
<br />Cs = 0.123 W
<br />RESPONSE MODIFICA11ON FACTOR:
<br />R = 6.5 (LIGHT -FRAME WALLS)
<br />ANALYSIS PROCEDURE:
<br />EQUIVALENT LATERAL FORCE
<br />01300: GEOTECHNICAL INFORMATION
<br />EARTHWORK AND FOUNDA11ONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL
<br />ENGINEERING RECOMMENDATIONS. ALL FOUNDA11ONS ARE TO BE FOUNDED ON
<br />COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED
<br />GEOTECHNICAL ENGINEER.
<br />CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED
<br />WITH THE FOLLOWING PARAMETERS
<br />PER GEOTECHNICAL REPORT #POLYGON-127-01
<br />DATED AUGUST 12, 2015 BY GEODESIG
<br />' INC:
<br />? ALLOWABLE BEARING PRESSURE
<br />2000 PSF
<br />ACTIVE EARTH PRESSURE (YEILDING)
<br />35 PCF
<br />ACTIVE EARTH PRESSURE (AT -REST)
<br />55 PCF
<br />PASSIVE EARTH PRESSURE
<br />300 PCF
<br />COEFFICIENT OF FRICTION
<br />0.30
<br />SOIL PROFILE
<br />SITE CLASS E
<br />ALL FOUNDATION INSTALLATIONS ARE SUB CT
<br />TO APPROVAL OF THE LOCAL BUILDING
<br />INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER.
<br />01330: SHOP DRAVANG SUBMITTAL PROCESS
<br />SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD
<br />FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED
<br />DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A
<br />LICENSED STATE OF WASHINGTON STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG
<br />WITH THE SHOP DRAWINGS TO THE BUILDING OFFICIAL FOR APPROVAL PRIOR TO
<br />FABRICATION.
<br />SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES.
<br />CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF OREGON
<br />STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR
<br />PREFABRICATED PLATED WOOD TRUSSES.
<br />01400: INSPECTIONS AND SPECIAL INSPECTIONS
<br />THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPEC11ONS REQUIRED
<br />BY THE LOCAL BUILDING DEPARTMENT.
<br />SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS
<br />OTHERWISE REQUIRED BY THE BUILDING OFFICIAL.
<br />01401: STRUCTURAL OBSERVATION
<br />STRUCTURAL OBSERVATION IS NOT REQUIRED.
<br />01402: QUALITY ASSURANCE REQUIREMENTS
<br />THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS
<br />NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01401
<br />HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED IN SUCH SECTIONS
<br />HAS BEEN PROVIDED.
<br />QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGHT WOOD FRAMING
<br />WITH DESIGN SPECTRAL RESPONSE AT SHORT PERIODS, Sds, NOT EXCEEDING 0.50g.
<br />QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR WIND EXPOSURE B WHERE BASIC WIND
<br />SPEED IS LESS THAN 120 MPH.
<br />SUMMARY: A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS
<br />STRUCTURE.
<br />01700: EXECUTION REQUIREMENTS
<br />INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL
<br />CODES.
<br />02000: SITE CONSTRUCTION
<br />ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING
<br />RECOMMENDA11ONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION
<br />01300) AND IN SUBSEQUENT DIRECTIVES.
<br />02260: EXCAVATION SUPPORT AND PROTECTION
<br />EXCAVATION FOR FOUNDA11ONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE
<br />MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER -EXCAVATED
<br />AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL
<br />RECOMMENDA11ONS AT THE CONTRACTOR'S EXPENSE.
<br />EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS
<br />SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS.
<br />INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING
<br />DRAWINGS, NOTES, AND SPECIFICATIONS.
<br />02300: BACKFILL AND COMPACTION
<br />BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY
<br />DEBRIS. BACKFILL BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE
<br />PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE
<br />CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS.
<br />STRUCTURAL NOTES
<br />CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI
<br />318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".
<br />CEMENT AND CONCRETE SHALL CONFORM TO IBC SEC11ON 1903 & 1904. ADMIXTURES SHALL BE
<br />APPROVED BY THE ENGINEER OF RECORD. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE
<br />USED.
<br />THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS
<br />lPRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC
<br />,,SECTnlONS 1904 AND 1905.
<br />CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS:
<br />28 DAY MAX. MAX. AIR SPECIAL LOCA11ON
<br />STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND
<br />f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION
<br />0 NO FO
<br />3500 0.45 4 1 f1 NO UN ATION AND STEM WALLS
<br />(CALCULATED AT 2500psi FOR
<br />® STRENGTH CALCULATIONS, NO SPECIAL
<br />INSPECTION REQUIRED.)
<br />3000 0.45 4±1 5±1 NO EXTERIORS B N RADE,
<br />DRIVEWAYS, CURBS, WALKWAYS,
<br />PATIOS, PORCHES, STEPS EXPOSED
<br />TO WEATHER, AND GARAGE FLOORS.
<br />2500 0.50 5±1 0±1 NO ALL OTHER CONCRETE
<br />ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR
<br />5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A
<br />TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME
<br />SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR
<br />INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR
<br />OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF:
<br />1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH
<br />2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL
<br />BELOW THE SPECIFIED STRENGTH.
<br />CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING
<br />AT NO ADDITIONAL EXPENSE TO THE OWNER.
<br />RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT
<br />PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW.
<br />CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT
<br />SPECIFIED BY THE ARCHITECT.
<br />03100: REINFORCING STEEL
<br />RW-FbKING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI
<br />®3 8-14. ENFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS:
<br />ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY
<br />ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER
<br />ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS
<br />ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC
<br />REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR
<br />FIBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE
<br />SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS
<br />SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED.
<br />COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
<br />CONCRETE CAST AGAINST EARTH
<br />ALL BAR SIZES .............. 3"
<br />FORMED SURFACE EXPOSED TO EARTH OR WEATHER
<br />.#6 AND LARGER ......... •..... 2"
<br />#5 AND SMALLER ....... ...... 1 1 /2"
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER
<br />WALLS AND JOISTS
<br />#14 AND #18 BARS .......... 1 1 /2"
<br />#11 BARS AND SMALLER ......... 3/4"
<br />SLABS AND JOISTS
<br />#14 AND #18 BARS .......... 1 1/2"
<br />#11 BARS AND SMALLER ........ 1"
<br />BEAMS, COLUMNS
<br />PRIMARY REINFORCEMENT ....... 1 1 /2"
<br />TIES, STIRRUPS, AND SPIRALS .... 1 1 /2"
<br />REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE
<br />PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT
<br />AS NOTED IN THE DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE
<br />PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED
<br />ON THE DESIGN DRAWINGS.
<br />06071: PRESERVATIVE TREATED WOOD PRODUCTS
<br />PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE
<br />STRUCTURAL SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT
<br />BUILDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE
<br />PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING TO PREVENT
<br />MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR AT JOINTS BETWEEN MEMBERS.
<br />ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR
<br />MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH.
<br />POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A
<br />CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT;
<br />1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH
<br />ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE
<br />BARRIER.
<br />2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE
<br />BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE
<br />THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN
<br />IMPERVIOUS MOISTURE BARRIER.
<br />3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN
<br />IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH.
<br />4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR
<br />CONCRETE OR MASONRY WALLS BELOW GRADE.
<br />PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION
<br />(AWPA) SPECIFICA11ON C2 AND C9 OR APPLICABLE STANDARDS.
<br />ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT
<br />WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED
<br />PER ASTM A153 OR STAINLESS STEEL.
<br />06100: ROUGH FRAMING
<br />SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB)
<br />"GRADING AND DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S
<br />AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER
<br />FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE
<br />WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT NTH
<br />CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER
<br />SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS
<br />U.N.O. PER PLAN/SCHEDULE:
<br />Fb Fv Fcp Fc E
<br />USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI)
<br />WALL STUDS/BLOCKING
<br />2X, 3X HEM -FIR STUD 675 150 405 800 1.2E6
<br />4" WIDE
<br />2X, 3X HEM -FIR NO. 2 850 150 405 1300 1.3E6
<br />6" & WIDER
<br />WALL PLATES
<br />2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6
<br />2X6, 3X6
<br />HEM -FIR NO. 2
<br />850
<br />150
<br />405
<br />1300
<br />1.3E6
<br />JOISTS
<br />2X, 3X
<br />HEM -FIR NO. 2
<br />850
<br />150
<br />405
<br />1300
<br />1.3E6
<br />LEDGERS
<br />2X, 3X
<br />DOUGLAS FIR -LARCH NO. 2
<br />900
<br />180
<br />625
<br />1350
<br />1.6E6
<br />4X
<br />DOUGLAS FIR -LARCH NO. 1
<br />1000
<br />180
<br />625
<br />1500
<br />1.7E6
<br />BEAMS AND
<br />POSTS
<br />4X
<br />DOUGLAS FIR -LARCH NO. 2
<br />900
<br />180
<br />625
<br />1350
<br />1.6E6
<br />6X
<br />DOUGLAS FIR -LARCH NO. 1
<br />1200
<br />170
<br />625
<br />1000
<br />1.6E6
<br />06102: FRAMING NOTES
<br />FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND
<br />DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE
<br />MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE
<br />PER MANUFACTURERS' SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS
<br />TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE
<br />SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER
<br />REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER P DETAIL, OR
<br />SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 23 4.10.1 R TO
<br />THE FASTENING SCHEDULE ON SHEET S1.1. "L�
<br />NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS
<br />FOLLOWS:
<br />NAIL SIZE DIAMETER LENGTH
<br />8d 0.131" 2.5"
<br />10d 0.148" 3.0"
<br />12d 0.148" 3.25"
<br />16d 0.162" 3.5"
<br />UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT
<br />SILL PLATES SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE
<br />AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM
<br />OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS
<br />THAN 4.5" FROM EACH END OF THE PIECE. A 3"X3"XO.229" PLATE WASHER SHALL BE
<br />PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER -SINK PLATE WASHERS). A 13/16"
<br />X 1 3/4" DIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASHER IS ALLOWED WITH A
<br />STANDARD CUT WASHER.
<br />06103: JOIST AND BEAM HANGERS
<br />JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY
<br />SIMPSON STRONG-11E. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY
<br />ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER
<br />MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE
<br />PER PLANS OR DETAILS:
<br />MEMBER SIZE HANGER
<br />SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE
<br />3.125" WIDE GLULAM BEAM HGUS3.25/10
<br />5.125" WIDE GLULAM BEAM HGUS5.25/10
<br />6.75" WIDE GLULAM BEAM HGUS6.88/10
<br />8.75" WIDE GLULAM BEAM HGU9.00-SDS
<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 />2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH
<br />3.5" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH
<br />5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH
<br />7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH
<br />06104: SHRINKAGE OF WOOD FRAMING
<br />SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO
<br />COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND
<br />MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT
<br />TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE. THE USE OF KILN DRIED
<br />LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO
<br />APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE.
<br />06160.- WOOD SHEATHING
<br />STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE
<br />AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA
<br />WITH EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE
<br />EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS, SPAN RATING, AND
<br />FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br />EDGE FIELD
<br />NAILS NAILS
<br />ROOF: 7/16" 40/20 C-D APA CDX T&G 8d AT 6" 8d AT 12"
<br />FLOOR: 3/4" APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6" 1Od AT 12"
<br />SHEARWALL: 7/16" C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET S1.1
<br />ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN
<br />PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE
<br />PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT
<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 />06176: METAL PLATE CONNECTED WOOD TRUSSES
<br />PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND
<br />SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN
<br />STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC
<br />SECTION 2303.4. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER THE
<br />REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON
<br />THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING:
<br />ROOF
<br />TOP CHORD LIVE LOAD SEE SECTION 01200
<br />TOP CHORD DEAD LOAD 10 PSF
<br />TOP CHORD DRAG LOAD SEE PLAN
<br />TOP CHORD NET WIND UPLIFT 7 PSF (NET)
<br />BOTTOM CHORD DEAD LOAD 5 PSF
<br />HVAC SEE MECHANICAL
<br />LIVE LOAD DEFLECTION L/360
<br />06185: STRUCTURAL GLUED LAMINATED TIMBER
<br />GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
<br />(AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END
<br />SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP
<br />DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN
<br />MATERIAL PROPERTIES SHALL BE AS FOLLOWS:
<br />USE COMBINATION SYMBOL SPECIES CAMBER
<br />SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD
<br />CONTINUOUS BEAM 24F-V8 DF/DF ZERO
<br />CANTILEVER BEAM 24F-V8 DF/DF ZERO
<br />UNEXPOSED GLUED -LAMINATED 11MBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS
<br />NOTED OTHERWISE. EXPOSED GLUED LAMINATED 11MBER SHALL BE APPEARANCE CLASS
<br />PER ARCHITECT.
<br />06190: MANUFACTURED WOOD BEAMS
<br />MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON
<br />THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE,
<br />ERECTION, AND INSTALLA11ON SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM
<br />AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR
<br />ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS SHALL BE SUBMITTED PER THE
<br />REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS:
<br />MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI)
<br />LVL = MICROLAM 1.9 E6 2600 750 285
<br />PSL = PARALLAM 2.0 E6 2900 650 290
<br />LSL = 1.75" TTMBERSTAND 1.55 E6 2250 750 400
<br />LSL RIM = 1.5" TIMBERSTAND RIM BOARD
<br />06196: PREFABRICATED PLYWOOD WEB JOISTS
<br />PREFABRICATED PLYWOOD WEB JOISTS SHALL BE THE SIZE AND TYPE SHOWN ON THE
<br />DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE,
<br />ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS. JOIST
<br />FLANGES SHALL NOT BE CUT. DRILLED HOLES IN WEB SHALL BE PER MANUFACTURER
<br />REQUIREMENTS. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF
<br />SECTION 01330. DESIGN LOADING AND DEFLEC11ON CRITERIA SHALL BE AS FOLLOWS:
<br />TOP CHORD LIVE LOAD SEE LIVE LOADS IN SECTION 01200
<br />TOP CHORD DEAD LOAD 12 PSF
<br />BOTTOM CHORD DEAD LOAD 6 PSF
<br />MECHANICAL LOADS SEE MECHANICAL PLANS
<br />LIVE LOAD DEFLECTION L/480
<br />0 BEARING WALL STUD SCHEDULE
<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 4 016
<br />INTERIOR
<br />TYPICAL U.N.O.
<br />2 X 4
<br />2 X 4 0 16"
<br />PER PLAN
<br />BEARING WALL NOTES:
<br />1. SEE SHEAR WALL SCHEDULE SHEET S1.1 FOR WALL SHEATHING, BLOCKING, AND PLATE
<br />NAILING.
<br />2. SEE SAWN LUMBER STRUCTURAL NOTES THIS SHEET FOR SPECIES & GRADE OF WALL
<br />PLATES AND STUDS.
<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 />ADDITIONAL INFORMATION.
<br />4. SEE DETAIL 5/S9.0 FOR TOP PLATE SPLICE.
<br />5. EXTERIOR WALLS AT VAULTED AREAS ARE TO BE BALLOON FRAMED.
<br />6. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS OF SAME SIZE AS STUDS
<br />ABOVE: WHERE HEIGHT OF STUD EXCEEDS 4 FEET, CONTACT ENGINEER FOR PROPER STUD
<br />SIZE AND SPACING. PROVIDE SHEATHING, NAILING, AND MUDSILL ANCHORAGE AS SPECIFIED
<br />FOR WALL ABOVE.
<br />4 ROUGH FRAMING NAILING SCHEDULE
<br />ROUGH FRAWNG NAILING SCHEDULE (IN UEU OF IBC TABLE .10.1
<br />CONNECTION
<br />FASTENING
<br />1. JOIST TO SILL OR GIRDER
<br />(3) 0.131" X 3" TOENAILS
<br />2. BRIDGING TO JOIST
<br />(3) 0.131" X 3" TOENAILS EA. END
<br />3. 1X6 OR LESS SUBFLR. TO JST.
<br />(2) 0.131" X 2.5" FACE NAIL
<br />4. WIDER THAN 1X6 SUBFLR. TO JST.
<br />(3) 0.131" X 2.5" FACE NAIL
<br />5. 2" SUBFLOOR TO JST./GIRDER
<br />(2) 0.161" X 3.5" BLIND & FACE NAIL
<br />6. SOLE PLATE TO JST. OR BLKG.
<br />0.131" X 3" AT 8" O.C. TYP. FACE NAIL
<br />" " "AT BRACED WALL PANEL
<br />(4) 0.131" X 3" AT 16" O.C. FACE NAIL
<br />7. TOP PLATE TO STUD
<br />(3) 0.131" X 3" END NAIL
<br />8. STUD TO SOLE PLATE
<br />(4) 0.131" X 3" TOENAIL
<br />(OR)
<br />(3) 0.131" X 3" END NAIL
<br />9. DOUBLE STUDS
<br />0.131" X 3" AT 8" O.C. FACE NAIL
<br />10. DOUBLE TOP PLATES
<br />0.131" X 3" AT 8" O.C. TYP. FACE NAIL
<br />DOUBLE TOP PLATE LAP SPLICE
<br />(20) 0.131" X 3" FACE NAILS
<br />11. JOIST/RAFTER BLKG. TO PLATE
<br />(3) 0.131 X 3" TOENAILS
<br />12. RIM JOIST TO TOP PLATE
<br />0.131 X 3" AT 6" O.C. TOENAIL
<br />13. TOP PLATE LAP INTERSECTIONS
<br />(3) 0.131" X 3" FACE NAIL
<br />14. DOUBLE 2X JOIST/HEADER
<br />0.131" X 3" AT 12" FACE NAIL EA. EDGE
<br />15. CEILING JOISTS TO PLATE
<br />(5) 0.131" X 3" TOENAIL
<br />16. CONTINUOUS HEADER TO STUD
<br />(4) 0.131" X 3" TOENAILS
<br />17. CLG. JST. LAP AT PARTITIONS
<br />(4) 0.131" X 3" FACE NAIL
<br />18. CLG. JST. TO PARALLEL RAFTER
<br />(4) 0.131" X 3" FACE NAIL
<br />19. RAFTER TO PLATE
<br />(3) 0.131" X 3" TOENAIL
<br />20. 1 X BRACE TO EA. STUD & PLATE
<br />(2) 0.131" X 3" FACE NAIL
<br />21. 1X8 OR LESS SHTG. TO EA. BRG.
<br />(2) 0.131" X 3" FACE NAIL
<br />22.WIDER THAN 1X8 SHTG. TO BRG.
<br />(3) 0.131" X 3" FACE NAIL
<br />23.BUILT-UP CORNER STUDS
<br />(3) 0.131" X 3" AT 16" O.C. FACE NAIL
<br />24.BUILT UP GIRDERS AND BEAMS
<br />0.131" X 3" AT 12" EA. EDGE STAGGERED
<br />STRUCTURAL DRAWING
<br />LIST
<br />SHEET
<br />DEscwPnoN
<br />oar
<br />S1.0
<br />STRUCTURAL NOTES
<br />11/06/14
<br />51.1
<br />SHEARWALL SCHEDULE AND DETAILS
<br />11/06/14
<br />51.2
<br />HOEDOWN SCHEDULE AND DETAILS
<br />11/06/14
<br />56.0
<br />TYPICAL FOUNDATION DETAILS
<br />11/06/14
<br />56.1
<br />MISCELLANEOUS DETAILS
<br />11/06/14
<br />56.2
<br />TYPICAL BASEMENT DETAILS
<br />11/06/14
<br />S9.0
<br />TYPICAL FLOOR FRAMING DETAILS
<br />11/06/14
<br />S9.1
<br />TYPICAL ROOF FRAMING DETAILS
<br />11/06/14
<br />�
<br />s
<br />!L
<br />w
<br />co
<br />co
<br />co
<br />d-
<br />O
<br />L
<br />O
<br />cn
<br />w
<br />41-
<br />�
<br />o
<br />F--
<br />O
<br />CL
<br />to
<br />w
<br />_7::�
<br />o
<br />J
<br />Ilz
<br />a
<br />O
<br />0
<br />�
<br />>
<br />O
<br />w
<br />c�
<br />a
<br />En
<br />z
<br />a
<br />cn
<br />W
<br />O
<br />o
<br />w
<br />Z�
<br />O
<br />w
<br />m
<br />f-
<br />w
<br />v
<br />U
<br />O
<br />of
<br />a.
<br />w
<br />z
<br />d-
<br />N
<br />O
<br />03
<br />O
<br />w
<br />u
<br />03
<br />O
<br />U
<br />�
<br />z
<br />ct
<br />CC3
<br />bA
<br />>1
<br />T
<br />y
<br />
|