HomeMy WebLinkAboutS000 GENERAL NOTESGENERALNOTES:
Bl11LDING CRITERIA - 2015 INTERNATIONAL Bl11LDING CODE (IBC)
�ESIGN LOA�S:
ROOF DEAD LOAD . . . . . . . . . . . . . 20 PSF
ROOF LIVE LOAD, SUBJECT TO MAINTENANCE PERSONNEL
'A' OR'B', WHICHEVER PRODUCES THE GREATER LOADS EFFECTS:
AJ SURFACE LOAD UNIFORMLV DISTRIBUTED OVER ENTIRE
ROOFSURFACE.. ..........20PSF
BJ CONCENTRATED LOAD UNIFORMLV DISTRIBUTED OVER
AN AREA OF 21/2 FEET BV 2 ii2 FEET AND LOCATED 50 AS
TO PRODUCE THE MAXIMUM LOAD EFFECTS.... ......... 3�� LB
PLATFORM DEAD LOAD ......... ..... ........ 20PSF
PLATFORMLIVELOAD ......... ......... ............. 4�PSF
GROUNDSNOWLOAD,PG 20PSF
RAT-ROOF SNOW LOAD, PF 15.4 PSF
MINIMUM SNOW LOAD, PM 20 PSF
SNOWEXPOSUREFACTOR,Ce 1.0
SNOWLOADIMPORTANCEFACTOR,Is 1A
THERMAL FACTOR, Ct 1.1
WIND DESIGN DATA
ULTIMATEWINDSPEEDVuIt 115MPH
ALLOWABLEWINDSPEEDVasd 89MPH
WIND RISK CATEGORV II
WIND EXPOSURE"B"
BUILDING IS DESIGNED AS ENCLOSED (IPC =+/-0.18)
COMPONENTS AND CLADDING (Kd = �.85)
- EDGE ZONE IS �EFlNE� AS 3.0' FROM ANV BLDG CORNER OR ROOF EDGE.
- THEVALUESSHOWNeELOWAREULTIMATEVALUES.MULTIPLVBV0.6T00BTAINASDVALUES.
Design Wind Pressure (psf):
Effective Wind Area (sqft)
Walls: 70 20 50 100 200 500
+ ig.q 17.5 16.5 16.0 ifi.0 160
Interior Gea4 199 _�y� _�80 -172 -16.4 -160���
Edge AreaS � 18'4 »-5 16.5 ifi.0 1fi0 16.0
' '24.5 -22.8 -207 -19.1 -174 -16.0
Roof: 70 20 50 100 200 500
+ 16.� 160 16.0 16.0 1fi0 16.0
Interior Prea 1 -20.1 -19.5 -08.9 -18.4 -i8A ...... -18A....
+ 18.4 17.5 16.5 16.0 16.0 i60
Edge Area 2 -33.7 30.1 -25.3 -21.8 -21.8 -21.8....
+ �g.q 17.5 16.5 16.0 16.0 160
Comer Fvea3 -33] -30.1 -25.3 -21.8 -21�.8 -21.8���
Overhang: 10 20 50 '100 200 500
+ 16.0 16.0 16.0 16.0 16.0 i60
Interior Nea 1 -28.9 -28.4 -27] -272 -23.6 -18.8....
+ 16.0 16.0 16.0 16.0 16.0 16.0
Edge Gea 2 -28.9 -28.4 -27] -272 -23.6....... -18.8....
+ i60 16.0 16.0 i60 ifi.0 16.0
Comer Area3 ����-076 -374 -23.8 -16.0 � -16.0 -160
Parapet Design Pressure (psf):
Effective Wind Area (sqft)
Parapel: 10 20 50 700 200 500
+ 56 2 50.8 43.7 38 3 37.3 36.0
Edge Gea 2 � - � �
...39.3 37.3 347.......327 ......307 -28.1
+ 56 2 50.8 43 7 38 3 37.3 36.0
Comer Nea3 ��A49 _q2_0�� -38.0 �35.0 32.0 -28.1
EARTHQUAKE DESIGN DATA
OCCUPANCVCATEGORV=11 Ss=0.152g Si =0.083g
SEISMICDESIGNCATEGORV=C Sds=0.i62g Sd1=0.133g
SEISMIC IMPORTANCE FACTOR, le= 1.0
SITE CLASS= D (ASSIIMED)
(Fa=�.B� W =2R�)
ANALVSIS: EOUIVALENT LATERAL FORCE PROCEDURE
BASIC SEISMIC FORCE RESISTING SVSTEM: WOOD STRUCTURAL PANELS
BASE SHEARS: V= 4 KIPS
RESPONSE MODIFICATION COEFFICIENT, R= 6S
SEISMIC RESPONSE COEFFlQENT. Cs=0.025
GENERAL:
1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL,
ELECTRICAL SHOPDRAWINGSANDSPEQFlCATIONS.
2. GENERALCONTRACTORSHALLREVIEWANDSTAMPALLSHOPDRAWINGSBEFORESUBMITTALFOR
APPROVAL SHOPDRAWINGS.REVIEWEDBVTHEGENERALCONTRACTOR,FORREWFORQNG.JOIST,
DECK, 8 STRUCTURAL MEMBERS SHALL BE SUBMITTED TO THE ARCHITECT AND A STAMPED APPROVAL
RECEIVEDPRIORTOFABRICATION. ERECTIONSHALLBEMADEFROMAPPROVEDSHOPDRAWINGS
ONLV.
& FABRICATORSHALLHIGHLIGHTCHANGESMADEINSHOPDRAWINGSWHICHDONOTCOMPLVWITHTHE
DESIGN DRAWINGS.
4. ALLDIMENSIONSANDCONDITIONSMUSTBEVERIREDINTHERELDANDANVDISCREPANQESSHALLBE
BROIIGHT TO THE ATTENTION OF THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH THE
AFFECTED PART OF WORK.
5. A RECOR� SET OF SHOP �RAWINGS SHALL BE KEPT IN THE FIEL� BV THE GENERAL CONTRACTOR.
6. THE CONTRACTOR SHALL VERIFV ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECT'S PLANS BEFORE
STARTING WORK.
]. VERIFVALLMECHANICALEOUIPMENTWEIGHTS,LOCATIONSANDASSOCIATEDOPENINGSWITH
MECHANICALCONTRACTOR. NOTIFVENGWEERIFACTUAL WEIGHTFXCEEDSTHEDESIGNWEIGHT
SHOWN ON THE DRAWINGS.
e. CONTRACTORSHALLPROVIDEANDMAINTAINTEMPORARVBRACING,SHORING,GUVING,ETC.AND
OTHERMETHODSTOPREVENTEXCESSNESTRESSESDURINGCONSTRUCTION. THESEPROVISIONS
ARE TO REMAIN IN PLACE UNTIL SUFFlCIENT PERMANENT MEMBERS ARE CONSTRUCTED TO INSURE
THE SAFETV OF THE STRUCTURE.
9. UNLESSOTHERWISENOTED.DETAILSSHOWNONANVDRAWINGARETOBECONSIDEREDTVPICALFOR
ALL SIMILAR CONDITIONS.
u
0
u
1. ANALLOWABLEBEARINGCAPACITVOF2,���PSFHASBEENASSUMEDANDSHALLBECONFIRMED
BV A OUALIFlED SOILS ENGWEER PRIOR TO PLACEMENT OF CONCRETE.
2. ALL FOOTINGS, OR PORTIONS THERWF, BELOW GRADE MAV BE EARTH FORMED BV NEAT
EXCAVATIONS.
3. ALLFOOTINGSSHALLBEARONUNDISTURBEDEARTHORENGWEEREDRLLATELEVATIONS
SHOWN ON PLANS AND DETAILS. ALL FOOTINGS AND SLABS SHALL BEAR ON COMPACTED
SIIBGRADEASDIRECTEDBVpl1ALIFIEDSOILSENGINEER. THEMOISTIIRERETARDERSHALLBE
PLACED BENJEEN THE STONE AND THE SLAB.
4. SPREAD FOOTINGS SHALL BE CENTERED ON COLUMNS, UNLESS NOTED OTHERWISE.
5. PROXIMITV OF UTILITV TRENCHES TO THE BUILDING FOUNDATION SVSTEM SHALL BE AS
APPROVED BV THE ARCHITECT AND/OR SOILS ENGW EER TO INSURE THE INTEGRITV OF THE
RELEASED FOR CONSTRl1CTI0N
Su6jec� �o compliance with all regula�ions
04 S�a�e antl Local Codes
City of Carmel
`�j sv�� �\'��v�N�nl.� �
CONCRETE WORK:
1. CONCRETESHALLHAVETHEMINIMUMSTRENGTHANDMEETTHEPROPERTIESASDESCRIBEDBELOW
FOR THE VARIOUS CLASSES OF CONCRETE'.
MIXTVPE SUPERP SLUMP ICRATIO COMMENT LOCATION
4000 P51 N/A 4" MAX OAS MAX NOTE 13 FTG, S.O.G.
2.
3.
4.
5.
6.
8
9.
i o.
11
12.
13.
,4.
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE CURRENT "ACI MANUAL OF CONCRETE
PLACEMENT".
PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TVPE I OR II.
ALL AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL MEET ASTM C33.
ALL REWFORQNG SHALL MEET ASTM A615, GRADE 60.
ALLREWFORQNGSHALLBEDETAILED FABRICATEDANDPLACEDPERCRSI ANDAQSTANDARDS
W C W DING CONCRETE COV ER AND BAR SIIPPORTS (DESIRED METHOD OF SIIPPORTI NG TOP BARS IN
THICK MATS SHALL BE VERIFIED WITH ENGINEER J PROVIDE CORNER BARS AT ALL FOOTINGS AND
WALL INTERSECTIONS TO MATCH HOPoZONTAL REINFORCING IN SIZE AND SPACING. AT
INTERSECTIONSOFCONTINUOUSSPREADFOOTINGS EXTENDALLBARSTOFARSIDEOF
INTERSECTINGFOOTING. LAPBARS ATALLSPLICES,INCLUDINGCORNERBARSANDDOWELS,IN
ACCORDANCE WITH SPLICE SCHEDULE OR IN LIEU THEREOF40 BAR DIAMETERS.
CONCRETE PROTECTION FOR REINFORCING: 3" AT EARTH FORMED FOOTINGS 2" AT FORMED
SURFACES LATER E%POSED TO SOIL.
ALUMINUM SHALL NOT BE EMBEDDED IN ANV CONCRETE.
NO HOLES OR OPENINGS THROUGH FOUNDATION WALL AND/OR FOOTINGS WITHOUT ENGINEERS
APPROVAL.
ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3l4".
DETAILS WHICH ARE NOT SHOWN SHALL BE ACCORDING TO SPEQFlCATION AND CODE OF THE
AMERICAN CONCRETE INSTITUTE.
RESULTS OF ALL CONCRETE COMPRESSNE STRENGTH TESTS SHALL BE AVAILABLE ON THE JOB SITE
Foa aeview ev rHe iNSPecroa.
INDICATED CONCRETE TVPES SHALL HAVE ALLOWABLE UNIT SHRINKAGE OF �.�3 o AT 28 DAVS.
E%TERIOR CONCRETE SLAB SHALL HAVE 4 TO 6 PERCENT ENTR4IN ED AIR.
FASTENERS:
1. ALL STEEL PLATE WASHERS SHALL BE HOT DIPPED GALVANIZED AND MEETASTM A36.
2. ALL FASTENERS (INCL NAILS)AND HARDWARE IN CONTACT WITH CONCRETE, IN CONTACT WITH
PRESSURE TREATED WOOD USED W EXTERIOR FRAMING OR EXPOSED TO THE ENVIRONMENT SHALL
BE STAWLESS STEEL OR AT A MINIMIIM HOT DIPPED GALVANIZED.
3. ALL STEEL BOLTS SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A30]. BOLT HOLES SHALL BE A
MA%IMIIM 1/16" LARGER THAN THE BOLT �IAMETER AN� SHALL BE PRE-�PoLLE� PRIOR TO �ELIVERV.
BOLTS SHALL NOT BE FORQBLV DRNEN.
4. ALL ANCHOR RODS SHALL BE HOT DIPPED GALVANIZED AND MEETA36.
5. ALL LAG SCREWS SHALL BE HOT DIPPED GALVANIZED AND CONFORM TO STANDARD ANSI/ASME
B182.1-1981. THECLEARANCEHOLEFORTHESHANKSHALLHAVETHESAMEDIAMETERASTHE
SHANK,ANDTHESAMEDEPTHOFPENETRATIONASTHELENGTHOFUNTHREADEDSHANK. THELEAD
HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER W UAL TO 60% T015% OF THE SHANK
DIAMETER AND A LENGTH WUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE
THREADED PORTION OF THE LAG SCREW SHALL BE INSERTED IN ITS HOLE BV TURNING WITH A
WRENCH,NOTBVDRIVINGWITHAHAMMER. SOAPOROTHERLUBRICANTSHALLBEUSEDONTHELAG
SCREWS OR IN THE LEAD HOLES TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE LAG
SCREW.
6. INSTALL ALL PROPRIETARV PRODUCTS IN ACCORDANCE WITH MANUFACTURER'S WRITTEN
INSTRUCTIONS.
]. SIMPSONSTRONG-TIECONNECTORSARESPECIFICALLVREpUIREDTOMEETTHESTRIICTURAL
CALCIILATIONSOFPLAN. BEFORESIIBSTITIITINGANOTHERBRAND,CONFIRMLOADCAPACITVBASED
UPON RELIABLE PIIBLISHED DATA OR CALCULATIONS. THE ENGINEER OF RECORD (EOR) SHALL
EVALUATE AND GNE W RITTE N APPROVAL FOR SUBSTITUTION PRIOR TO INSTALLATION.
WALL FRAMING:
1. ALLBEAMSANDJOISTSSHALLBESEATCUTFORFULLIINIFORMBEARINGATSUPPORTS,BEAMSEATS
AND COLUMN CAPS.
2. REFPLANFORSTUDTVPEANDSPAQNG.
3. ALL WOOD IN CONTACT WITH CONCRETE, MASONRV, OR GRADE SHALL BE PRESERVATNE TREATED.
4. ALL BOLTED OR NAILED STRAP CONNECTIONS SHALL HAVE AN EpUAL NUMBER OF BOLTS OR NAILS
EACHSIDEOFTHESPLICEJOINT. THEFIRSTBOLTORNAILFROMEACHSIDEOFTHESPLICEDOR
TREATED MEMBER SHALL BE EpUAL DISTANCE FROM THE SPLICE. STRAPS USING i6d NAILS ON 2x
MATERIAL SHALL BE INSTALLED ON THE 1-1/2" EDGE OF THE MEMBER.
5. THECONTRACTORSHALLVERIFVTHATTHEMOISTURECONTENTOFALLFRAMINGLUMBERAND
PLVWOOD MEET THE REOUIREMENTS OF THE SPECS. AT THE TIME OF INSTALLATION AND AT CLOS6IN.
6. PROVIDE DOUBLE STUDS @ DOUBLE TRUSSES OR RAFTERS, TVPIGAL. SEE ROOFAND FLOOR
FRAMING PLANS FOR TRU55 AND RAFTER LOCATIONS.
1. AMINIMUMOFONEANCHORSHALLBEPROVIDEDWITHIN6T0121NCHESOFEACHENDOFSOLE
PLATE AND SHALL BE LOCATED WITHIN 12 INCHES OF ALL CORNERS.
LUMBER 8 WOOD STRUCTUR4L PANEL SHEATHING:
1. ALLROOF&FLOORSHEATHINGSHALLBEINSTALLEDWITHLONGDIMENSIONPERPENDIWLARTO
FRAMING AND END JOINTS SHALL BE STAGGERED.
2. ALL ROOF DECK SHALL BE APA RATED 40I20. MIN. -SIS" EXPOSURE 1 GRADE WOOD STRUCTURAL
PANELS ATTACHED WITH Sd RING SHANK NAILS AT 6" O.G AT SUPPORTED EDGES, NAIL SPAQNG AT
DIAPHRAGM BOIINDARV IS 6" O.G AND 12" O.G IN FIELD. INSTALL PSC SHEATHING CLIPS BV SIMPSON
STRONGTIE DET 2IS000 AT ALL UNSUPPORTED EDGES OF ROOF DECK ONE PER SPAN .
( ) ( )
3. PLATFORMSHEATHINGSHALLBE3/4"T&GWOODSTRIICTIIRALPANELSWITHE%TERIORGWE.
ELEVATED PLATFORMS'.
ATTACH TO ALL SUPPORTED EDGES WITH 10d NAILS AT 6" O.C., NAIL SPAQNG AT DIAPHRAGM
BOUNDARV IS 6" O.C., AND RELD NAILINGAT 12" O.C. WITH MIN. 1 1/2" PENETRATION INTO FRAMING
MEMBER.
4. OPENINGS IN HORIZONTAL DIAPHRAGMS WITH A DIMENSION PERPENDICULAR TO THE JOISTS
GREATER THAN 4 FEET SHALL BE BLOCKED BEVOND THE HEADERS AND METAL TIES NOT LE55 THAN
18 GAGE BV 1 1/2" WIDE WITH (8) i8tl COMMON NAILS ON EACH SIDE OF THE HEADER-JOIST
INTERSECTION SHALL BE PROVIDED.
5. AS A MINIMUM ANCHORAND NAIL FR4MING SHALL COMPLV WITH THE SCHEDULE ON THIS SHEET.
6. ALL MULTIPLE PIECE WOOD BEAMS SHALL BE CONNECTED TOGETHER WITH (3) ROWS OF GALV. 12d
COMMON W IRE NAI LS @ 12" O.G (lINO).
1. ALL LUMBER DESIGNATED AS'PSL" SHALL BE PARALLAM PARALLEL STRAND LUMBER WITH E=1,800,000
OR 2,��Q��� PSI AND Fb=24�� PSI AT 100 % LOAD DURATION FOR SERVICE LEVEL 2(OR APPRV EQUAL).
ALL LUMBER DESIGNATED AS "LVL" SHALL BE MICROLLAM LAMINATED VENEER LUMBER WITH
E=1,900,000 PSI AND Fb=ffi00 PSI AT 100% LOAD DIIRATION.
8. IINLESS NOTED OTHERWISE, ALL W MBER SHALL BE p2 SOIITHERN VELLOW PINE AND SHALL HAVE A
MA%IMUM MOISTURE CONTENT OF 19%.
9. REFERENCE PLANS AND DETAILS FOR SIMPSON STRONG-TIE CONNECTORS.
10. ALLLUMBEREXPOSEDTOTHEEXTERIORENVIRONMENTSHALLBEPRESSUREIMPREGNATEDTOA
MINIMUM RETENTION OF 025 LBS. OF ACO OR MCO PER CUBIC FOOT OF WOOD, AND EACH PIECE
SHALL BEAR THE THIRD PARTV pUALITV MARK "ABOVE GROUND USE"
11. ALL WMBER W CONTACT WITH THE GROUND ICONCRETE I MASONRV SHALL BE PRESSURE
IMPREGNATED TO A MINIMUM RETENTION OF 0.40 LBS. OF ACQ OR MCQ PER CUBIC FOOT OF WOOD,
AND EACH PIECE SHALL BEAR THE THIRD PARTV OUALITV MARK "GROUND CONTACT USEI'
12 REF.STANDARDAWPAC2ANDASTMDI]6�FORPRESSURETREATMENTOFTIMBERPRODUCTS.
MASONRV:
1. HOLLOW CONCRETE BLOCK (MASONRV) UNITS SHALL CONFORM TO ASTM C9q LIGHTWEIGHT, TVPE N-1 WITH A
MINIMUM COMPRESSNE STRENGTH OF 19�� PSI ON THE NETAREA(fm = 15�� PSI).
2. ALL MORTAR FOR USE IN MASONRV SHALL CONFORM TO ASTM C210, TVPE M OR 5. ALL GROUT FOR USE IN
MASONRV SHALL W NFORM TO ASTM C416. MIN. 2500 P51 AND NOT LE55 THAN A 6-ii2 SACK MIX.
3. REWFORQNG BARS SHALL MEET ASTM A615, GRADE 60.
4. REINFORCE MASONRV AT BEARING POINTS OF ALL BEAMS, LINTELS, ETC. WITH 2p5 (CONTINUOUS TO
FOIINDATION) IN EACH BLOCK CORE BENEATH BEARING PLATES (IINLESS NOTED OTHERWISE).
5. PROVIDE AT LEAST 2 VERTICAL BARS AT EACH END, CORNERS, AND INTERSECTIONS OFALL WALLS. SEE WALL
SECTIONS FORTVPICAL VERTICAL REWFORQNG.
6. BOND BEAM BLOCKS SHALL MEAN OPEN BOTTOM LINTELS UNLESS NOTED OTHERWISE.PROVIDE METAL LATH IN
JOINTS BELOW BOTTOM OF BOND BEAM OVERTHOSE CELLS THAT ARE NOT GROUT RLLED.
]. VERTICALAND HORIZONTAL REINFORCING SHALL BE CONTINl10lIS AND LAPPEDA MINIMIIM OF 36 BAR DIAMETERS.
8. HOLD VERTICAL BARS STRAIGHT, TRUE, AND ACCURATE IN ALL WALLS AS DETAILEDJNSTALL REBAR POSITIONERS
@ 4'-0" OA. MA%IMUM THAT ARE DESIGNED TO HOLD REBAR IN PROPER LOCATION W ITHIN THE CELL PRIOR TO
GROUTING.
9. PROVIDEAMINIMUMOFI/2"GROUTBETWEENMAINREWFORCINGANDMASONRVUNITS.
1�. PROVIDESTANDARDGAGETRUSSTVPEJOINTREINFORCEMENTATI6"O.C.
11. ALLREWFORCEDMASONRVCOLUMNANDWALLSECTIONSRWUIREDOWELSFROMFOOTING.SAMESIZEAND
QUANTITV AS VERTICAL REWFORCEMENT IN COWMN OR WALL UNLE55 NOTED OTHERWISE.
12. GROUTRLLALLCELLS.ALLWALLSBELOWGRADESLUSHJOINTBETWEENWVTHESBELOWGRADE.
13. ALL CMU SHALL BE LAID IN RUNNING BOND PATTERN.
14. GROUT FILLALL CELLS THAT CONTAIN REINFORCING.
MASONRV VENEER TIES
1. FORADJUSTABLETWO-PIECEANCHORS,ANCHORSOFWIRESIZEWI]AND22GAGECORRUGATESHEETMETAL
ANCHORS. PROV IDE AT LEAST ONE ANCHOR FOR EACH 2.615Q FT OF WALL AREA.
2. SPACE ANCHORS AT A MAXIMUM OF 321N. HORIZONTALLV AND i81N. VERTICALLV.
3. PROVIDEADDITIONALANCHORSAROUNDOPENINGSLARGERTHAN161N.WEITHERDIRECTION.SPACEANCHORS
AROIINDPERIMETEROFOPENINGATAMA%IMIIMOF361N.ONCENTER. PLACEANCHORSWITHIN121N.OF
OPENINGS.
VENEER LINTEL SCHEDULE
MAX.QEAR STEELVENEERLINTEL
SPAN WHERE APPUCABLE
5'-0"ORLESS L4x4x3/BLLV
��'-8"MAX Vx4x3/BLLV
VENEER LINTEL NOTES:
ALL STEEL BRICK VENEER LINTELS SHALL BE HOT-DIPPED GALVANIZED
AND HAVE A MINIMUM BEARING OF 61NCHES AT EACH END.
RE WOOD TRUSSES:
1. ALL PREFABRICATED TRUSSES SHALL BE DESIGNEDTO MEET THE LOADINGS SPEQRED.
FABRICATION AND ERECTION SHALL BE PER TRUSS PLATE INSTITUTE RECOMMENDATIONS AS
CONTAWED IN THEAPPROPRIATE PUBLICATIONS.
2 SHOPDRAWINGSANDCALCULATIONSSHALLBESUBMITTEDFOREACHTYPEOFTRUSSSPEQFlED
AND SHALL BEAR THE SEAL OFA REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF
THEPRaECT.
3. ALL LUMBER USED IN THE MANUFACTURING OF WOOD TRUSSES SHALL BE tl2 SOUTHERN VELLOW PWE
OR BETTER.
4. PROVIDEALLTEMPORARVANDPERMANENTTRIISSBRACINGANDBRIDGINGASREpl11REDAND
SHOWN ON THE TRIISS MANIIFACTIIRERS SHOP �RAWINGS. BRACING SHOWN ON STRIICTIIRAL
DRAWINGS IS IN ADDITION TO ANV BRAQNG SHOWN ON THE SHOP DRAWINGS.
5. PROVIDE2x4CONTINUOUSBOTTOMCHORD/CEILINGBRAQNGAT4FEETO.C.MAXIMUMWHERE
GVPSUM BOARD IS NOT ATTACHED DIRECTLV TO BOTTOM CHORD OF WOOD TRUSSES.
6. INSTALL STRONG BACKS, BRACING ANDIOR BRIDGING PRIOR TO DECK INSTALLATION AND AS TRUSSES
AREERECTED. FASTENALLBRACINGTOEACHTRUSS.
�REFERENCE REFERENCE�
COMPONENTS& COMPONENTS&
CLADDINGTABLE CLADDINGTABLE
REFERENCE COMPONENTS & CLADD WG TABLE
20 PSF (MINJ
l0 PSF
�aaa�v ro roa cNoao�
10 PSF
(APPLVTO BOTfOM CHORDJ
WIND LOA�
PARAPET
wwo �oAo
LIVE LOAD
SNOW LOAD
(SEE D WGRAMJ
DEADLOAD
������
NOTE:ALSOAPPLVROOFTOPANDSUSPENDEDPOINTLOADS. WEIGHTANDLOCATIONOFUNITSAS
NOTEDARE SHOWN ON THE ROOF FRAMING PLAN AND ARE NOT INCWDED IN THEA80VE LOAOING
DIAGRAM. VERIFV THESE LOADS WITH MECHANICAL SUPPLIER BEFORE DESIGNING TRUSS.
NOTE'. THIS DIAGRAM IS A SCHEMATIC SHOWING THE APPLICATION OF LOADS
STATED HEREIN. LOADS SHALL BE COMBINEDAS PROVIDED BV THE GOVERNING
BUILDING CODE TO DETERMINE THE MOST UNFAVOR4BLE EFFECT.
TVPICAL WOOD ROOF TRIISS DIAGRAM
BLOCKINGATALL pROVIDEWOOD
STUDWALL PANELEDGES STRUCTURALPANELS,
FRAMING REF PLAN FOR
SHEATHING TVPE AND
FASTENER PATTERN
�
TO FRAMING
II II II I I �I II II II II II I SHAML BE FASTENED
NOTE . .. . .. .. . . . . .. . . . . . . . TO SHEATHING W/
ORIENTATION OF WALL SHEATHING SHALL BE NAILS @ 12" OC (TVP)
AT CONTRACTOR'S OPTION'. HOWEVER,
BLOCKING SHALL BE INSTALLED AT ALL PANEL
EDGES NOT BACKED BV WALL FRAMING.
TVPICAL E%TERIOR AND SHEAR WALL ATTACHMENT
DET�Nor ro sca�e s000
Pd = 2o psf
W=49ft
Pd = 28 psf
Pf=15Apsf W=6.8ft
Ptl = 28 psf
W=6Bft
Pd = 20 psf
W = 4.9 f[
SNOW LOAD DIAGRAM
DET�NOT TO SCALE 5000
FASTENING SCHEDIILE:
1. TRUSSTOTOPPLATE,TOENAIL
2 PLATFORM JOIST TO TOP PLATE, TOENAIL
z 3. BLOCKINGTOR4FTEWTRUSS,TOENAIL
�
� 4. RIM BOARD TO RAFTER/TRIISS, END NAIL
O 5. TOP PLATE TO TOP PLATE, FACE NAIL
�
6. TOP PLATE AT INTERSECTIONS, FACE NAIL
]. DOUBLESTUDS,FACENAIL
8. DOUBLETOP PLATES, LAP SPLICE
z 9. TOPORBOTTOMPLATETOSTUDS,ENDNAIL
�
� 10. SOLEPLATETOJOISTORBLOCKINGATSHEARWALL,FN
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� 11. BUILT-UPCORNERWITH35TUD5
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4-10tl
2-Sd
2-�Bd
3��d PER FOOT
6-10d
aaows i od @ a• oc
REF DET 1�IS1��
3-i6d
REF SCHEDULE ON PLAN
2-ROWS i6tl @ 12OC
2-ROWS 16d @ 12OC, EA SIDE
PLVWOODROOF
DECKSHEATHING
��1I8" GAP
(1) SI MPSON PSCL PANEL
SHEATHING CLIPS EQl1ALLV
SPACED BETWEEN EACH
RAFTEPoSUPPORT
TYPICAL PLVWOOD EDGE SUPPORT
DET�NOTTO SCALE 5���
TVPICAL-BRIDGING LAP
NOTE: REFER TO TRIISS SCHEMATIC ON SHT 5000
DETAIL 3
NOT TO SCALE 5000
�
Ptl = 28 psf
W=68ft
Pd = 20 psf
W=49ft
o8-z,-zo,9
GENERAL
NOTES
Y�I�I17
onrE: 12/12/19