HomeMy WebLinkAboutS002 - GENERAL NOTESWF1
FOR WOOD CONNECTIONS NOT SPECIFICALLY NOTED OR DETAILED, FOLLOW THE
REQUIREMENTS OF IBC 2012 TABLE 2304.9.1 OR ESR 1539.
WF2
ALL NAILS ARE COMMON NAILS UNLESS NOTED OTHERWISE. ALL NAILS SHALL BE CAREFULLY
DRIVEN AND NOT OVERDRIVEN. SUBMIT ALL PROPOSED FASTENERS FOR APPROVAL PRIOR
TO CONSTRUCTION. INSALLATION OF ALL FASTENERS SHALL MEET THE REQUIREMENTS OF
NDS AND ISANTA GUIDELINES, INCLUDING THOSE IN ESR 1539, AND SECTION 2303.6 OF IBC.
WF3
REFER TO THE WALL SCHEDULES AND/OR FRAMING PLANS FOR SIZE, SPACING, AND SPECIES
OF WALL STUDS. IF NOT SHOWN OTHERWISE, STUDS ARE TO BE #1 OR #2 SPRUCE-PINE-FIR
(SPF) WITH STUD SPACING AT 16" O.C. MAXIMUM. IF NOT SHOWN OTHERWISE, BEARING WALL
HEADERS ARE TO BE #2 SOUTHERN PINE (SP). SPRUCE-PINE-FIR (SOUTH) IS NOT SPRUCE-
PINE-FIR AND MAY NOT BE USED.
WF4
ALL WALL PLATES ARE TO BE ENGINEERED WOOD TO HELP CONTROL SHRINKAGE.
ENGINEERED WOOD PLATES MUST BE LSL, PSL, OR LVL. IN ADDITION, ANY WOOD BLOCKING
RUNNING HORIZONTALLY IN THE FLOOR SYSTEM SUCH AS BLOCKING BETWEEN THE ENDS OF
TOP CHORD BEARING TRUSSES MUST BE ENGINEERED WOOD. ANY KNEE WALLS WITHIN THE
FLOOR SYSTEM MUST HAVE ENGINEERED WOOD PLATES.
WF5
TO CONTROL SHRINKAGE, FRAMING WILL BE DONE IN A MANNER THAT MINIMIZES
HORIZONTAL WOOD. WHENEVER POSSIBLE, VERTICAL WOOD WILL BE USED AVOIDING THE
STACKING OF HORIZONTAL BLOCKING.
WF6
AT THE CONTRACTOR'S DISCRETION, STUDS IN NON-LOAD BEARING INTERIOR WALLS MAY BE
SPACED AT 16" O.C. ON ALL LEVELS.
WF7
FASTEN DOUBLE (DBL) STUDS TOGETHER WITH 0.131" x 3" NAILS AT 6" O.C. UNLESS NOTED
OTHERWISE. FOR MORE THAN TWO STUDS, FASTEN IN THE SAME WAY, NAILING AS EACH
STUD IS ADDED.
WF8
SEE THE HEADER SCHEDULE FOR ALL HEADER SIZES AND MATERIALS. ALL HEADERS IN NON-
LOAD BEARING INTERIOR WALLS ARE TO BE (2) 2x4 #2 SPF FOR OPENINGS UP TO 4'-0" AND (2)
2x6 #2 SPF FOR OPENINGS OVER 4'-0". ALL HEADERS IN NON-LOAD BEARING WALLS TO HAVE
(1) JACK STUD AT EACH END.
WF9
STUD SPACING AND HEADER TYPES ARE FOUND ON THE BEARING WALL AND HEADER
FRAMING PLAN.
WF10
REFER TO THE SHEAR WALL SCHEDULE FOR SHEATHING, NAILING, CTS HARDWARE
REQUIREMENTS, ETC. REQUIRED FOR ALL SHEAR WALLS.
WF11
USE DOUBLE TOP PLATES ON ALL WALLS, INCLUDING NON-LOAD BEARING WALLS, WITH ALL
SPLICES AND CORNERS LAPPED. AT 'T' INTERSECTIONS DO NOT LAP TOP PLATE OF
INTERSECTING WALL CUTTING THE TOP PLATE OF THE CONTINUOUS WALL, RATHER USE A
METAL TIE PLATE AS DESCRIBED IN THE EXCEPTION TO SECTION 2308.9.2.1 OF THE IBC.
WF12
UNLESS OTHERWISE NOTED ON PLAN OR DETAIL, ANCHOR WOOD WALL PLATES TO THE
CONCRETE PODIUM SLAB USING HILTI X-U62 (0.157" DIA x 2 7/16" LONG) POWDER ACTUATED
FASTENERS. SPACE PINS AT 24" O.C. FOR BOTH BEARING AND NON-LOAD BEARING WALLS.
SEE SHEAR WALL TABLE FOR SPACING AT SHEAR WALLS.
WF13
ON FRAMING PLANS, SPECIFIC INDIVIDUAL TRUSS LOCATIONS ARE ILLUSTRATIVE ONLY. IN
ADDITION TO ARCHITECTURAL AND STRUCTURAL REQUIREMENTS, COORDINATE FINAL FLOOR
AND ROOF FRAMING INCLUDING JOIST OR TRUSS LAYOUT AND TRUSS MEMBER
CONFIGURATION WITH MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS. OBTAIN
ADDITIONAL MEP INFORMATION AS NEEDED FOR COMPLETE COORDINATION. KEEP ALL
MECHANICAL CHASES FREE OF FRAMING. DO NOT LOCATE JOISTS OR TRUSSES AT PARALLEL
PLUMBING WALLS.
WF14
BEAR ALL FLOOR AND ROOF TRUSSES ON WOOD WALLS AND BEAMS OR WOOD PLATE ON
STEEL BEAMS AS INDICATED. ALWAYS BEAR FLOOR AND ROOF JOISTS OR TRUSSES ON
AVAILABLE INTERIOR AND EXTERIOR BEARING WALLS. DO NOT DO NOT CLEAR-SPAN FRAMING
DISREGARDING AN AVAILABLE BEARING WALL WHERE SUCH A BEARING WALL IS IDENTIFIED.
WF15
WHERE FLOOR TRUSSES ARE USED, USE A MINIMUM OF (2) 2x4 VERTICAL MEMBERS IN FLOOR
TRUSSES AT ALL BEARINGS UNLESS NOTED OTHERWISE. ONE OF THESE VERTICALS MAY BE
UNDER A RIBBON BOARD AT THE END OF THE TRUSS WHERE RIBBON BOARDS ARE ALLOWED.
DO NOT ALLOW FOR, NOR USE RIBBON BOARDS AT THE END OF TRUSSES WHERE SOLID,
CONTINUOUS FULL-HEIGHT BLOCKING OR CONTINUOUS WOOD-SHEATHED KNEE WALLS ARE
INDICATED TO BE USED. WHERE RIBBON BOARDS ARE USED WITH FLOOR TRUSSES THEY ARE
TO BE 2x6 MINIMUM.
WF16
DESIGN ROOF JOISTS OR TRUSSES TO SUPPORT THE WEIGHT OF SNOW DRIFTING WHERE IT
APPLIES, AS WELL AS ROOFTOP MECHANICAL UNITS, EXHAUST FANS, ACCESS HATCHES, ETC.
CONFIRM WEIGHTS AND LOCATIONS BEFORE FINAL DESIGN AND SHOW THE LOADS FOR
THESE UNITS/FIXTURES ON THE SEALED DRAWINGS. THE CONTRACTOR SHALL ENSURE THE
UNITS ARE INSTALLED AT THEIR DESIGN LOCATIONS.
WF17
WHERE FRAMING SUPPORTED BY A JOISTS OR TRUSS CAN CAUSE UPLIFT ON THAT JOIST OR
TRUSS (SUCH AS AT CANTILEVERED BALCONY FRAMING) THE DESIGNER SHALL CONSIDER A
LOAD CASE THAT MAXIMIZES THE UPLIFT LOAD IN COMBINATION WITH NO LIVE LOAD APPLIED
TO THE JOIST OR TRUSS SUPPORTING THE UPLIFT.
WF18
ALL EXPOSED FRAMING SHALL BE PRESSURE PRESERVATIVE TREATED WOOD (PPT) AS
DESCRIBED IN THE SPECIFICATIONS. ALL PPT WOOD TO BE KILN DRIED AFTER TREATMENT
(KDAT). HARDWARE USED WITH PPT WOOD TO BE HOT-DIP GALVANIZED OR STAINLESS STEEL.
WF19
ALL HARDWARE TO BE SIMPSON STRONG-TIE OR APPROVED EQUAL. WHERE HARDWARE IS
NOT SPECIFICALLY DESIGNATED, SUBMIT PROPOSED HARDWARE FOR APPROVAL. WHERE
MORE THAN ONE TYPE OF FASTENER OR FASTENER PATTERN IS ALLOWED BY THE
HARDWARE MANUFACTURER, HARDWARE FASTENERS ARE TO BE OF THE TYPE, SIZE, AND
QUANTITY TO MAXIMIZE THE LOAD CAPACITY OF THE HARDWARE IN THE SPECIFIC
APPLICATION SHOWN ON THESE PLANS, UNLESS NOTED OTHERWISE.
WF20
WHERE A WOOD-FRAMED WALL BACKS UP A NON-STRUCTURAL MASONRY VENEER, TIES
MUST BE FASTENED TO THE WOOD FRAMING MEMBERS USING SCREWS MEETING THE
REQUIREMENTS OF THE TIE MANUFACTURER. WHERE THE TIE MANUFACTURER ALLOWS THE
USE OF NAILS, RING SHANK NAILS MUST BE USED. SMOOTH SHANK NAILS MAY NEVER BE
USED TO ATTACH MASONRY TIES TO WOOD FRAMING.
WF21
REFERENCE THE ARCHITECTURAL PLANS FOR LAYOUT OF ALL WALLS, OPENINGS, WALL
TYPES, ETC. VERIFY ALL DIMENSIONS PRIOR TO DESIGN OF WALL PANELS AND IMMEDIATELY
NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCEPANCIES.
WF22
WHERE A SPECIALTY STRUCTURAL ENGINEER (SSE) DESIGNS FLOOR AND/OR ROOF FRAMING,
THE FLOOR AND/OR ROOF DESIGNER SHALL PROVIDE THE WALL PANEL DESIGNER THE
LOADS/REACTIONS AND LOCATIONS OF ALL GIRDER OR BEAM BEARING POINTS. THE WALL
PANEL DESIGNER SHALL SPECIFY AND THE WALL PANEL MANUFACTURER SHALL INSTALL
SUFFICIENT COLUMNS/STUDS TO SUPPORT ALL SUCH LOADS FROM THE GIRDER OR BEAM
BEARING LOCATION DOWN TO THE SUPPORTING FOUNDATION OR PODIUM FRAMING. THE
CONTRACTOR SHALL ENSURE THE PRESENCE OF SUCH COLUMNS/STUDS. SIMILARLY, WHERE
WALLS ARE FIELD-FRAMED, THE FRAMING CONTRACTOR SHALL INSTALL THE
COLUMNS/STUDS FOR SUPPORT OF GIRDERS AND BEAMS. AS A MINIMUM, THE NUMBER OF
STUDS SHOWN ON THE PLANS SHALL BE USED, WITH A MINIMUM OF (2) 2x6 OR (3) 2x4 STUDS.
WF23
AT BEARING WALLS, BLOCKING MUST BE ADDED IN THE FLOOR SYSTEM TO CREATE
CONTINUITY OF ALL WHEAR WALL CHORD STUDS, POSTS AND COLUMNS, JACK/KING STUDS
AT HEADERS, ETC. SUCH BLOCKING SHALL BE PART OF THE SHEATHED SHEAR BLOCKING
PANELS, OR KNEE WALLS WHERE THEY ARE USED. WHERE THERE ARE WOOD WALLS BELOW,
THESE STUDS, COLUMNS, POSTS, ETC. MUST BE PRESENT IN THOSE WALLS AS WELL
CREATING A CONTINUOUS LOAD PATH TO STRUCTURAL STEEL, THE FOUNDATION, PODIUM
FRAMING, OR OTHER ADEQUATE SUPPORT.
WF24
WHERE DECKS OR BALCONIES ARE WOOD-FRAMED, IF THE RAILING RELIES ON A
CONNECTION TO THE WOOD BALCONY BEAMS OR RIM JOISTS FOR STABILITY AND LOAD
RESISTANCE, THEN THE RAILING DESIGNER SHALL CHECK TORSION AND OTHER EFFECTS ON
THE EDGE BEAMS OR JOISTS AND THEIR CONNECTIONS.
WP1
ALL PLYWOOD AND ORIENTED STRAND BOARD (OSB) CONSTRUCTION SHALL BE IN
ACCORDANCE WITH THR AMERICAN PLYWOOD ASSOCIATION (APA) SPECIFICATIONS AND DOC
PS1 OR PS2
WP2
ALL ROOF SHEATHING FOR ROOFS WITH SLOPES GREATER OR EQUAL TO 3-IN-12 SHALL BE
5/8" APA-RATED EXTERIOR SHEATHING. SUITABLE EDGE SUPPORT SHALL BE PROVIDED BY
USE OF PANEL CLIPS OR BLOCKING BETWEEN FRAMING, UNLESS OTHERWISE NOTED. FASTEN
ROOF SHEATHING WITH 8D COMMON (0.131" x 2 1/2") NAILS SPACED AT 6" O.C. AT SUPPORTED
EDGES AND AT 12" O.C. AT INTERMEDIATE SUPPORTS. FOR ROOFS WITH SLOPES LESS THAN
3-IN-12, ROOF SHEATHING SHALL BE 3/4" NOMINAL (23/32" ACTUAL) APA-RATED SHEATHING.
FASTEN 3/4" NOMINAL SHEATHING WITH 10D COMMON (0.148" x 3") NAILS SPACED AT 6" O.C. AT
SUPPORTED EDGES AND AT 12" O.C. AT INTERMEDIATE SUPPORTS.
WP3
ALL FLOOR SHEATHING/SUBFLOOR SHALL BE 3/4" NOMINAL (23/32" ACTUAL) APA-RATED
STURD-I-FLOOR WITH TONGUE AND GROOVE EDGES, UNLESS OTHERWISE NOTED. FASTEN
FLOOR SHEATHING/SUBFLOOR WITH 10D COMMON (0.148" x 3") NAILS SPACED AT 6" O.C. AT
SUPPORTED EDGES AND AT 12" O.C. AT INTERMEDIATE SUPPORTS. FIELD-GLUE USING
ADHESIVES MEETING APA SPECIFICATION AFG-01 APPLIED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS.
WP4
THE USE OF HEAVILY LOADED DRYWALL CARTS OR SIMILAR CONVEYANCES TO TRANSPORT
BUILDING MATERIALS AND/OR DEBRIS CAN EXCEED THE APA PS2 CONCENTRATED LAOD TEST
STANDARD CAPACITY. IN AREAS SUBJECT TO CONSTRUCTION CART TRAFFIC, THE
CONTRACTOR SHALL PLACE A TEMPORARY LAYER OF DRY WOOD STRUCTURAL PANEL TO
HELP AVOID FAILURES OF THE FLOOR PANELS. REFER TO TECHNICAL NOTE TT-024, FEB 2008.
WP5
ALL STRUCTURAL WOOD PANEL SHEATHING SHALL BE 7/16" APA-RATED PS2 SHEATHING
UNLESS OTHERWISE NOTED. FASTEN WALL SHEATHING WITH 8D COMMON (0.131" x 2 1/2")
NAILS SPACED AT 6" O.C. AT SUPPORTED EDGES AND AT 12" O.C. AT INTERMEDIATE
SUPPORTS, UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
WP6
ALL GYPSUM WALL BOARD WALL SHEATHING TO BE 5/8" UNLESS OTHERWISE SHOWN OR
NOTED ON THE ARCHITECTURAL DRAWINGS. FASTEN SHEATHING WITH 8D COOLER NAILS OR
0.120" x 2 3/8" WALLBOARD NAILS SPACED AT 6" O.C. AT SUPPORTED EDGES AND AT 12" AT
INTERMEDIATE SUPPORTS, UNLESS OTHERWISE NOTED IN THE SHEAR WALL SCHEDULE.
WP7
PROVIDE 2x BLOCKING WITH SPECIFIED EDGE NAILING AT UNSUPPORTED PANEL EDGES AS
FOLLOWS:
A. ROOFS AND FLOORS -NOT REQUIRED UNLESS INDICATED ON THE PLANS, NOTES, OR
DETAILS
B. WALLS -REQUIRED AT ALL WOOD PANEL JOINTS, UNLESS NOTED OTHERWISE
WP8
UNLESS OTHERWISE NOTED OR SHOWN, INSTALL FLOOR AND ROOF SHEATHING WITH THE
LONG DIMENSION OF THE PANEL ACCROSS SUPPORTS AND WITH THE PANEL CONTINUOUS
OVER TWO OR MORE SPANS. STAGGER PANEL END JOINTS. ALLOW 1/8" SPACING AT PANEL
ENDS AND EDGES UNLESS OTHERWISE RECOMMENDED BY THE SHEATHING MANUFACTURER.
WP9
WOOD STRUCTURAL PANELS USED IN SHEAR WALLS SHALL BE 4'x8' MINIMUM. THESE PANELS
MAY ONLY BE CUT AT WALL OR WALL OPENING BOUNDARIES. ALL PANEL EDGES SHALL FALL
ON FRAMING MEMBERS. BLOCK ALL HORIZONTAL JOINTS AND FASTEN WITH EDGE NAILING.
WP10
IN ALL WOOD-FRAMED ROOF, FLOOR, CEILING, AND WALL AREAS WHERE WOOD SHEATHING
AND/OR GYPSUM WALL BOARD SHEATHING IS APPLIED, ATTACH THE SHEATHING TO ALL
WOOD FRAMING MEMBERS REGARDLESS OF THE CLOSENESS OF THEIR SPACING. WHERE
GYPSUM WALL BOARD SHEATHING IS APPLIED OVER RESILIENT CHANNELS, ATTACH THE
RESILIENT CHANNELS TO ALL FRAMING MEMBERS.
WP11
INSTALLATION OF GYPSUM PANEL PRODUCTS MUST FOLLOW THE REQUIREMENTS OF THE
GYPSUM ASSOCIATION. THE "FLOATING INTERIOR ANGLES" METHOD AS DESCRIBED IN GA-216
SHALL BE USED TO AVOID NEGATIVE EFFECTS FROM POTENTIAL TRUSS UPLIFT, WOOD
SHRINKAGE, AND OTHER CAUSES OF FRAMING MOVEMENT. AN EXTENSIVE DISCUSSION OF
THIS ISSUE CAN BE FOUND IN THE TTB "PARTITION SEPARATION PREVENTION AND
SOLUTIONS" FROM THE STRUCTURAL BUILDING COMPONENTS ASSOCIATION. THE
CONTRACTOR SHALL FAMILIARIZE HIMESLF WITH THE CONTENT OF THESE DOCUMENTS
BEFORE BEGINNING THE INSTALLATION OF GYPSUM PANEL PRODUCTS.
WP12
THE REQUIREMENTS SHOWN ON THE STRUCTURAL DRAWINGS FOR SHEATHING ARE THE
MINIMUM REQUIREMENTS FOR THE STRUCTURAL NEEDS OF THE STRUCTURE. THEY DO NOT
ACCOUNT FOR ALL POSSIBLE QUALITY, AESTHETIC, AND OTHER CONSIDERATIONS. THE
CONTRACTOR IS EXPECTED TO BE FAMILIAR WITH APA'S CONSTRUCTION GUIDELINES AND
OTHER COMMON CONSTRUCTION PRACTICES NECESSARY TO AVOID QUALITY AND
AESTHETIC ISSUES. THE USE OF PANEL EDGE GAPS TO AVOID PANEL BUCKLING IS AN
EXAMPLE. ANOTHER IS THE ALLOWANCE OF THE APPLICATIONS OF WOOD SHEATHING TO
WALLS WITH THE FACE GRAIN VERTICAL, WHICH CAN LEAD TO GREATER BUCKLING
POSSIBILITIES. THE CONTRACTOR WILL NEED TO CONSIDER STUD SIZE, STUD SPACING, AND
SHEATHING THICKNESS IN THESE SITUATIONS.
WT1
WOOD TRUSSES SHALL BE DESIGNED BY THE TRUSS MANUFACTURER TO SUPPORT THE
FOLLOWING LOADS:
A. ROOF TRUSSES:
TOP CHORD LOADING:
LIVE (SNOW) LOAD:20 PSF + DRIFT EFFECTS
DEAD LOAD:10 PSF
BOTTOM CHORD LOADING:
DEAD LOAD:5 PSF
TRUSSES SHALL MEET THE FOLLOWING DEFLECTION CRITERIA, UNLESS OTHERWISE NOTED.
MAXIMUM LIVE LOAD DEFLECTION SHALL NOT EXCEED:
A. ROOFS: L/360 (MAX TOTAL LOAD DEFLECTION = 1.75")
B. FLOORS: L/480 (WHERE LL<60 PSF, ELSE L/360)
C. ROOF & FLOOR: MAX LIVE LOAD DEFLECTION = 1.25"
MAX TOTAL LOAD DEFLECTION = 1.75"
WT2
WOOD TRUSSES SHALL BE DESIGNED BY THE TRUSS MANUFACTURER IN ACCORDANCE WITH
THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE NATIONAL DESIGN
SPECIFICATION OF THE AMERICAN FOREST & PAPER ASSOCIATION, THE DESIGN
SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES OF THE TRUSS PLATE
INSTITUTE (TPI), WOOD STRUCTURAL BUILDING COMPONENTS ASSOCIATEION (SBCA), AND
THE INDIANA BUILDING CODE.
WT3
WOOD TRUSSES SHALL BE FABRICATED BY A TRUSS MANUFACTURER WHO MAINTAINS
WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND ENGAGES IN PERIODIC
AUDITING OF FABRICATION PRACTICES AND INSPECTIONS AS REQUIRED BY ANSI/TPI 1,
CHAPTER 3. IN ADDITION, THE TRUSS MANUFACTURER SHALL ENGAGE IN PERIODIC,
UNANNOUNCED AUDITING BY AN APPROVED THIRD-PARTY INSPECTION AGENCY SUCH AS TPI
FOR REVIEW. IF THE TRUSS MANUFACTURER CANNOT FULFILL THESE REQUIREMENTS, THE
SER MAY, AT HIS DISCRETION, REQUIRE OR ACCEPT FROM THE TRUSS MANUFACTURER, A
LETTER SEALED BY A PROFESSIONAL ENGINEER (SSE) REGISTERED IN THE STATE OF INDIANA
VERIFYING HIS INSPECTION OF THE MANUFACTURED WOOD TRUSSES SUPPLIED FOR THIS
PROJECT. THE SSE SHALL VERIFY THAT THE TRUSSES ARE IN COMPLIANCE WITH THE
QUALITY STANDARDS OF ANSI/TPI1, CHAPTER 3. THE SSE SHALL HAVE SIGNIFICANT PRIOR
EXPERIENCE IN THE INSPECTION OF METAL PLATE-CONNECTED WOOD TRUSSES.
WT4
WOOD MATERIALS SHALL BE SOUTHERN PINE, SPF, OR DOUGLAS FIR-LARCH AND SHALL BE
KILN-DRIED AND USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE GRADE NO. 2 OR
BETTER AS REQUIRED TO SATISFY STRESS REQUIREMENTS.
WT5
CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20 GAUGE) IN COATED
THICKNESS, SHALL MEET OR EXCEED ASTM GRADE A OR HIGHER, AND SHALL BE HOT-DIP
GALVANIZED ACCORDING TO ASTM A653 (COATING G60). MINIMUM YIELD STRESS SHALL BE
33,000 PSI.
WT6
TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUPPED MANUFACTURING FACILITY OF A
PERMANENT NATURE. TRUSSES SHALL BE MANUFACTURED BY EXPERIENCED WORKMEN,
USING PRECISION CUTTING, JIGGING, AND PRESSING EQUIPMENT UNDER THE
REQUIREMENTS OF QUALITY CONTROL AS INDICATED IN ANSI/TPI 1, CHAPTER 3.
WT7
SECONDARY BENDING STRESSES IN TOP AND BOTTOM CHORDS DUE TO DEAD, LIVE, AND
WIND LOADS SHALL BE CONSIDERED IN THE DESIGN. OAD DURATION FACTORS SHALL BE PER
THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION".
WT8
ALL GIRDER TRUSSES SUPPORTING OTHER TRUSSES OR 2x FRAMING MEMBERS SHALL BE A
MINIMUM OF (2) PLIES, UNLESS OTHERWISE APPROVED. REFER TO THE MANUFACTURER'S
TRUSS DESIGN DRAWING FOR GIRDER PLY-TO-PLY CONNECTION REQUIREMENTS. ATTACH
FRAMING MEMBERS OR LOADS ONLY AFTER ALL GIRDER PLIES ARE IN PLACE AND PROPERLY
FASTENED TOGETHER, AND THE TRUSS IS PROPERLY BRACED TO PREVENT LATERAL
DISPLACEMENT. REFER TO BCSI-B9 "MILTI-PLY GIRDERS" AS PUBLISHED BY THE SBCA AND TPI
FOR ADDITIONAL INFORMATION.
WT9
TRUSS-TO-GIRDER CONNECTION INFORMATION SHALL BE SHOWN ON THE MANUFACTURER'S
TRUSS DESIGN DRAWING OF THE CARRIED TRUSS OR GIRDER, OR THE MANUFACTURER'S
TRUSS PLACEMENT DRAWING. UNLESS OTHERWISE APPROVED, ALL TRUSS/JOIST HANGERS,
STRAPS, TIES, ETC. SHALL BE MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY.
WT10
UNLESS OTHERWISE SHOWN OR NOTED, ALL TRUSSES SHALL BE ANCHORED AT EACH
BEARING USING A MECHANICAL FASTENER. FOR ROOF TRUSSES, UNLESS OTHERWISE
NOTED, PROVIDE A SDWC SCREW ANCHOR BY SIMPSON STRONG-TIE, INSTALLED AS SHOWN
IN THE DETAILS IN THESE PLANS.
WT11
WOOD TRUSSES SHALL BE ERECTED IN ACCORDANCE WITH THE TRUSS MANUFACTURER'S
REQUIREMENTS. THIS WORK SHALL BE PERFORMED BY A QUALIFIED AND EXPERIENCED
CONTRACTOR. TRUSS ERECTION BY AN INEXPERIENCED OR NON-QUALIFIED CONTRACTOR
CAN RESULT IN CONSTRUCTION COLLAPSE AND/OR SERIOUS INJURY AND DAMAGE.
WT12
WHERE LONG SPAN TRUSSES (GREATER THAN 60' SPAN) ARE USED, REFER TO BCSI SPECIAL
RECOMMENDATIONS AND REQUIREMENTS FOR THE INSTALLATION AND TEMPORARY
RESTRAINT/BRACING OF LONG SPAN TRUSSES. FOLLOW ALL BCI REQUIREMENTS FOR THE
INSTALLATION AND TEMPORARY RESTRAINT/BRACING OF LONG SPAN TRUSSES INCLUDING
CONSULTING A REGISTERED PROFESSIONAL ENGINEER FAMILIAR WITH THE INSTALLATION
AND TEMPORARY RESTRAINT/BRACING OF LONG SPAN TRUSSES.
WT13
THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING/RESTRAINT
AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES
SET FORTH BY THE FOLLOWING JOINT PUBLICATION OF THE TRUSS PLATE INSTITUTE (TPI)
AND THE STRUCTURAL BUILDING COMPONENTS ASSOCIATION (SBCA) SHALL BE ADHERED TO
UNLESS OTHERWISE SHOWN IN THE CONTRACT DOCUMENTS.
BCSI-B1 GUIDE FOR HANDLING, INSTALLING, AND BRACING OF METAL PLATE
CONNECTED WOOD TRUSSES
BCSI-B2 TRUSS INSTALLATION AND TEMPORARY BRACING
BCSI-B3 WEB MEMBER PERMANENT BRACING/ WEB REINFORCEMENT
BCSI-B4 CONSTRUCTION LOADING
BCSI-B5 TRUSS DAMAGE, JOBSITE MODIFICATIONS, AND INSTALLATION ERRORS
BCSI-B6 GABLE END FRAME BRACING
BCSI-B7 TEMPORARY AND PERMANENT BRACING FOR PARALLEL CHORD
TRUSSES
BCSI-B8 TOE NAILING FOR UPLIFT REACTIONS
BCSI-B9 MULTI-PLY GIRDERS
BCSI-B10 POST FRAME TRUSS INSTALLATION AND BRACING
BCSI-B11 FALL PROTECTION AND WOOD TRUSSES
WT14
UNLESS OTHERWISE SHOWN OR NOTED, PERMANENT BRACING/RESTRAINT SHALL CONSIST
OF 2x4 MINIMUM STRESS-GRADED MEMBERS SPANNING A MINIMUM OF FOUR TRUSSES AND
NAILED AT EACH INTERSECTION WITH A MINIMUM OF (2) 16D NAILS. LAP CONTINUOUS
BRACING/RESTRAINT A MINIMUM OF 2'-0" (2 TRUSSES).
WT15
REFER TO THE MANUFACTURER'S TRUSS DESIGN DRAWING FOR WEB MEMBERS REQUIRING
WEB MEMBER PERMANENT WEB RESTRAINT OR REINFORCEMENT. CONTINUOUS LATERAL
RESTRAINTS MUST ALWAYS BE DIAGONALLY BRACED FOR RIGIDITY.
WT16
WHEREVER POSSIBLE, THE TEMPORARY ERECTION BRACING AS DESCRIBED IN BCSI-B2
SHALL BE LEFT IN PLACE TO FUNCTION AS PERMANENT BRACING.
WT17
'T' OR 'L' REINFORCEMENT OF THE TYPE DESCRIBED IN BCSI-B3 SHALL BE USED AS THE
MEANS OF RESISTING WEB MEMBER BUCKLING FORCES IN GIRDER TRUSSES AND SMALL-
QUANTITY TRUSSES. GIRDER TRUSSES SHALL BE THOSE TRUSSES SUPPORTING OTHER
TRUSSES, BEAMS, OR FRAMING, OR TRUSSES MORE THAN 24" O.C. SMALL QUANTITY
TRUSSES SHALL BE THOSE WHERE BECAUSE OF THE SMALL QUANTITY OF SIMILAR TRUSSES
WITH ALIGNED WEB MEMBERS REQUIRING BRACING/RESTRAINT, THE INSTALLATION OF
CONTINUOUS LATERAL RESTRAINTS AND THE DIAGONAL BRACING FOR THE CONTINUOUS
LATERAL BRACES IS IMPRACTICAL USING THE METHODS OF BCSI. SUCH 'T' OR 'L'
REINFORCEMENT SHALL BE DESIGNED BY THE TRUSS DESIGN ENGINEER AND SHOWN ON
THE SEALED TRUSS DESIGN DRAWINGS.
WT18
DESIGN ALL WOOD TRUSS BEARINGS USING THE COMPRESSION PERPENDICULAR TO GRAIN
VALUE OF THE TRUSS LUMBER OR THE WALL PLATE LUMBER/NAILER, WHICHEVER IS LESS.
THE BEARING LENGTH OR AREA SHOWN ON THE SEALED TRUSS DRAWINGS SHALL BE BASED
ON THIS LESSER VALUE. USE ADDITIONAL TRUSS PLIES OR TRUSS BEARING ENHANCEMENT
DEVICES TO ACHIEVE THE REQUIRED BEARING AREA. IF THE BEARING ENHANCEMENT DEVICE
HAS A VALID ESR REPORT, IT MAY BE SHOWN ON THE TRUSS PLACEMENT PLAN INSTEAD OF
BEING SHOWN ON THE SEALED TRUSS DRAWINGS.
WT19
TRUSSES WHICH ARE TOO TALL FOR DELIVERY TO THE JOBSITE IN ONE PIECE MAY BE
MANUFACTURED IN TWO OR MORE SECTIONS AND "PIGGYBACKED" AT THE JOBSITE. THE
CONTRACTOR MUST INSTALL ALL TEMPORARY AND PERMANENT BRACING FOR THE LOWER
SUPPORTING TRUSSES AS SHOWN ON THE MANUFACTURER'S TRUSS DESIGN DRAWING
AND/OR THE CONTRACT DOCUMENTS BEFORE INSTALLING THE CAP TRUSSES. THE
CONNECTIONBETWEEN THE CAP AND BASE TRUSS SHALL BE SHOWN ON THE SEALED TRUSS
DESIGN DRAWING. PROVIDE, AS A MINIMUM, 4x2 SLEEPERS LAID FLAT ON THE TOP CHORD OF
THE SUPPORTING TRUSSES, SPACED AT 24" O.C. MAXIMUM AND NAILED TO THE TOP CHORD
WITH A MINIMUM OF (2) 16D NAILS (SEE TRUSS DESIGN DRAWING FOR ANY OTHER OR
ADDITIONAL REQUIREMENTS). PROVIDE 48" O.C. (BRACE TO BRACE) DIAGONAL BRACING AT
45-DEGREES TO BRACE THE SLEEPERS. INSTALL DIAGONAL BRACES ON THE BOTTOM SIDE OF
THE TOP CHORD IN THE CAP AREA, UNLESS OTHERWISE SPECIFIED BY THE TRUSS DESIGN
ENGINEER.
WT20
WHEN INDICATED ON THE PLANS OR WHEN A CAP TRUSS LENGTH EXCEEDS 20', IN LIEU OF
THE SLEEPERS AND DIAGONAL BRACING INDICATED ABOVE, STRUCTURAL WOOD SHEATHING
ON THE TOP CHORD OF THE BASE TRUSS IN THE CAP AREA SHALL BE USED AS THE MEANS
OF BRACING/RESTRAINING THE BASE TRUSS IN THE CAP AREA. THE CONNECTION BETWEEN
THE CAP AND THE BASE TRUSS, SHOWN ON THE SEALED TRUSS DESIGN DRAWING, SHALL
TAKE THIS INTO ACCOUNT. CAP TRUSSES MUST BE DIRECTLY ABOVE BASE TRUSSES.
WT21
TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, NOR
OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE TRUSS DESIGN
ENGINEER.
WT22
WHERE TRUSSES AND/OR WOOD JOISTS AND RAFTERS ARE TO BE SUPPORTED BY STEEL
BEAMS, PROVIDE CONTINUOUS 2x NAILER(S) FIELD BOLTED TO THE TOP OF THE STEEL BEAM
WITH 1/2" DIAMETER CARRIAGE BOLTS SPACED ATA MAXIMUM OF 24" O.C. AND STAGGERED
EACH SIDE OF THE BEAM WEB. WIDTH OF NAILER TO EQUAL WIDTH OF BEAM FLANGE +
1/2"/-1/4", UNLESS OTHERWISE NOTED. CARRIAGE BOLTS MAY BE OVER-TIGHTENED TO
COMPRESS THE ROUNDED HEAD IN THE NAILER TO FACILITATE INSTALLATION OF
CONTINUOUS BAND/RIM JOISTS, RAFTERS, TRUSSES, ETC.
WT23
COORDINATE FINAL TRUSS LAYOUT AND TRUSS WEB MEMBER CONFIGURATION WITH
MECHANICAL, ELECTRICAL, AND PLUMBING TRADES. KEEP ALL MECHANICAL CHASES FREE OF
TRUSSES. ALIGN FLOOR TRUSS WEB LAYOUT INCLUDING OPEN VIERENDEEL PANELS FOR ALL
PARALLEL TRUSSES WITH SIMILAR SPANS TO PROVIDE MAXIMUM FLEXIBILITY OF MEP
INSTALLATION. DO NOT LOCATE TRUSSES AT PARALLEL PLUMBING WALLS.
WT24
SUBMIT COMPLETE SHOP DRAWINGS FOR ALL WOOD TRUSSES SHOWING MEMBER SIZES,
SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, DIMENSIONS, NUMBER OF PLIES AND
TRUSS PLU-TO-PLY CONNECTIONS, REACTIONS AND BEARING REQUIREMENTS, CHORD PITCH,
RESTRAINT/BRACING REQUIREMENTS, LOADINGS INCLUDING ANY GIRDER LOADS, FIELD
ASSEMBLY OF MULTI-PART TRUSSES, AND REQUIRED CAP TRUSS TO BASE TRUSS
CONNECTIONS. ALL REQUIRED INFORMATION MUST BE COMPLETE ON THE INDIVIDUAL TRUSS
DRAWING. NO REFERENCE TO ANOTHER DRAWING SHEET, NOTE EXTERNAL TO THAT
INDIVIDUAL TRUSS DRAWING, OR DETAIL NOT SHOWN ON THAT INDIVIDUAL TRUSS DRAWING
MAY BE USED TO CONVEY ANY OF THIS REQUIRED INFORMATION. SHOP DRAWINGS SHALL BE
SUBMITTED TO THE SER AND SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER (SSE)
REGISTERED IN THE STATE OF INDIANA.
1. 1 1/2" MINIMUM PENETRATION INTO FRAMING.
2. DIAPHRAGMS ARE UNBLOCKED UNLESS NOTED OTHERWISE.
3. ALL NAILS ARE COMMON NAILS -SEE SCHEDULE THIS SHEET
LOCATION
BOUNDARY 8d
DIAPHRAGM
NAILING SCHEDULES
SIZE SPACING
6"
PANEL EDGE 8d 6"
FIELD 8d 12"
ROOF DIAPHRAGM ARCHITECTCONSTRUCTION MANAGERPROJECTDRAWING TITLESEALSHEETPROJECT INFOREVISIONSBID DOCUMENTS
10-26-22
21011 CLIENTS002GENERAL NOTESCARMELTOWNSHIP BLDG.RENOVATION ANDEXPANSIONWOOD FRAMING NOTES
STRUCTURAL WOOD PANELS
AND SHEATHING NOTES
PREFABRICATED METAL
PLATE-CONNECTED WOOD TRUSSES
03/10/23