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DocuSign Envelope ID: 36F18693-F185-48FC-BA20-05B28AEDBD00
<br />DESIGN CRITERIA AND LOADS
<br />TABLE 7: METAL CONNECTOR SCHEDULE
<br />NOTES 2. 3.4
<br />>O
<br />w
<br />O J
<br />N"
<br />Building Code
<br />Florida Building and Residential Codes ,
<br />7ch Edition (2020)
<br />Code for Design Loads
<br />ANSI/ASCE 7-16
<br />ROOF LOADING' ...............................................
<br />Cd = 1.25
<br />TOP CHORD LIVE LOAD..................................20
<br />PSF
<br />TOP CHORD DEAD LOAD................................7
<br />PSF (TILE = 15 PSF)
<br />BOTTOM CHORD LIVE LOAD
<br />ATTICS WITH LIMITED STORAGE ...............
<br />20 PSF
<br />ATTICS WITHOUT STORAGE .......................10
<br />PSF
<br />(NON -CONCURRENT)
<br />BOTTOM CHORD DEAD LOAD........................5
<br />PSF
<br />WIND LOADING .................................................
<br />Cd 1.60
<br />ASCE 7-16, 3S GUST........................................139
<br />MPH
<br />BASIC WIND SPEED
<br />EXPOSURE CATEGORY.................................0
<br />BUILDING CATEGORY.....................................11
<br />ENCLOSURE CLASSIFICATION ......................
<br />ENCLOSED
<br />INTERNAL PRESSURE COEFF........................0
<br />18
<br />C&C DESIGN PRESSURES..............................(SEE
<br />TABLE 1)
<br />FLOOR LOADING ..............................................
<br />Cd = 1.00
<br />TOP CHORD LIVE LOAD..................................40
<br />PSF
<br />TOP CHORD DEAD LOAD................................10
<br />PSF
<br />BOTTOM CHORD LIVE LOAD ..........................
<br />0 PSF
<br />BOTTOM CHORD DEAD LOAD........................5
<br />PSF
<br />SPECIAL FLOOR (GAME ROOM) LOADING .... Cd = 1.00
<br />TOP CHORD LIVE LOAD..................................60
<br />PSF
<br />TOP CHORD DEAD LOAD................................10
<br />PSF
<br />BOTTOM CHORD LIVE LOAD ...........................0
<br />PSF
<br />BOTTOM CHORD DEAD LOAD ........................
<br />5PSF
<br />MAXIMUM FLOOR TRUSS SPACING...............16"
<br />O.C.
<br />DEFLECTION CRITERIA
<br />LL / 240
<br />ROOF TRUSSES ..............................................
<br />TL / 180
<br />TL MAX 1" UP TO 40' SPAN
<br />LL / 480
<br />TL / 360
<br />OPEN WEB FLOOR TRUSSES .......................
<br />LL/480
<br />TL/240
<br />WOOD I JOISTS ...............................................
<br />TL MAX Y2"
<br />LL/360
<br />BEAMS'.............................................................TL
<br />/ 240
<br />NOTES:
<br />1. PORCH BEAMS AND BEAMS SUPPORTING EXTERIOR WALL
<br />ABOVE SHALL NOT EXCEED 3/" DEFLECTION
<br />TABLE 1: COMPONENT AND
<br />CLADDING DESIGN PRESSURES
<br />WINDOWS AND DOORS
<br />EFFECTIVE
<br />WIND AREA
<br />ZONE DESIGNATION
<br />IZ - Interior Zone (psf)
<br />EZ - End Zone (psf)
<br />0 - 20 ft2
<br />+28.54 -30.96
<br />+28.54
<br />-38.22
<br />21 - 50 ft2
<br />+27.17 -29.59
<br />+27.17
<br />-35.47
<br />51 - 100 ft2
<br />+25.52 -27.94
<br />+25.52
<br />-32.17
<br />101 - 200 ft2
<br />+24.25 -26.67
<br />+24.25
<br />-29.64
<br />SOFFIT MAX PRESSURE (psi)
<br />+28.6
<br />-38.3
<br />GARAGE DOOR PRESSURE
<br />+21.7
<br />-24.6
<br />END ZONE KEY MAP
<br />END ZONE: END ZONES SHALL BE TAKEN
<br />AS THE 1 ST 4.0' PER FIGURE R301.2 (7)
<br />1 ST FLOOR cnP)
<br />END ZONE
<br />DESIGNATION
<br />TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
<br />NCITFG'A A
<br />p O
<br />z
<br />STUCCO AND DIRECTLY
<br />MIN 1 62' 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR (%6' 24/16
<br />ADHERED STONE
<br />INSTALLED HORIZONTALLY) W/ 8d COMMON: 6" O.C. AT PANEL EDGES, 12" O.C. IN THE
<br />Qw
<br />(NOTE 6)
<br />FIELD. 2x4 BLOCKING IS RECOMMENDED AT UNSUPPORTED PANEL EDGES.
<br />w�_
<br />x
<br />z
<br />ALL OTHER VENEER
<br />MIN '%z' 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL
<br />a Q
<br />(NOTE 8)
<br />W/ 8d COMMON: 6" O.C. EDGES AND FIELD (UNBLOCKED HORIZONTAL PANEL EDGES);
<br />6" O.C. AT PANEL EDGES, 6" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES)
<br />Y 0 rn
<br />TILE AND METAL ROOF
<br />MIN 1%32' 32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION
<br />w z
<br />(NOTE 7)
<br />PERPENDICULAR TO SUPPORTS W/ RSRS-01 NAILS: 4" O.C. AT PANEL EDGES AND
<br />6" O.C. IN THE FIELD
<br />0 w �
<br />MIN �/6' 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION
<br />0 � z
<br />SHINGLE ROOF
<br />PERPENDICULAR TO SUPPORTS W/ RSRS-01 NAILS: 6" O.C. AT PANEL EDGES, 6"
<br />O.C. IN THE FIELD.
<br />FLOOR DECK SHEATHING:
<br />2332" T&G OSB OR PLYWOOD W/ 10d COMMON: 6" O.0 AT PANEL EDGES, 12" O.C. IN THE
<br />(NOTE 5)
<br />FIELD.
<br />MIN %" OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d
<br />PORCH CEILING BOARD SHEATHING:
<br />COMMON: 3" O.C. AT PANEL EDGES 12" O.C. IN THE FIELD OR MIN %" EXTERIOR GYPSUM
<br />CEILING BOARD, FASTEN w/ 5d x 1 /" COOLER NAIL OR NO.6 x 1 /" LONG SCREWS @
<br />4" O.C. EDGES, 8" O.C. FIELD
<br />NOTES:
<br />1. FOR SHEATHING THICKNESS GREATER THAN 1532" CATEGORY, USE RSRS-03 NAILS.
<br />2. COMMON NAILS IN WALL SHEATHING MAY BE SUBSTITUTED W/ 8d GALVANIZED BOX NAILS.
<br />3. ZIP WALL SHEATHING IS AN ACCEPTABLE ALTERNATE FOR APA RATED WOOD STRUCTURAL PANEL.
<br />4. ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATION AND SUPPLEMENTS OF
<br />CURRENT APPROVED APA.MANF. SPECIFICATIONS.
<br />5. FLOOR FASTENERS ARE MINIMUM REQUIRED FOR DIAPHRAGM DESIGN. FOR INCREASED FLOOR PERFORMANCE AND TO
<br />REDUCE SQUEAKING, RSRS-01 NAILS OR 8d SCREW NAILS ARE RECOMMENDED.
<br />6. 15/32" 32/16 SPAN RATED OSB OR PLYWOOD WITH BLOCKED PANEL EDGES IS AN APA RECOMMENDATION PER APA TECHNICAL
<br />BULLETIN Q370 WHEN STUCCO LATH IS ATTACHED DIRECTLY TO OSB OR PLYWOOD.. SHOULD BUILDER SPECIFICATIONS ALLOW, MIN
<br />7
<br />T 24/1 SPAN RATING INSTALLED HORIZONTALLY OR VERTICALLY PER FLEXIBLE VENEER ALL
<br />STRUCTURAL REQUIREMENTS ARE /6 6E E W
<br />SPECIFICATIONS. INCLUDES FULL AND PARTIAL HEIGHT VENEER APPLICATIONS.
<br />7. 1532" PLYWOOD IS A WARRANTY LIMITATION COMMON TO TILE MANUFACTURER'S MINIMUM RECOMMENDATIONS. SHOULD WARRANTY
<br />AND INSTALLATION REQUIREMENTS ALLOW, 1%2" APA RATED OSB OR EQUAL MAY BE USED TO SUPPORT TILE ROOF.
<br />8. WOOD STRUCTURAL PANEL MAY BE INSTALLED VERTICALLY OR HORIZONTALLY W/ UNBLOCKED HORIZONTAL PANEL EDGES.
<br />9. ROOF DECK SHEATHING HAS BEEN ENGINEERED TO RESIST ASCE 7-16 WIND LOADS IN ACCORDANCE WITH FRC R301.2.2.1
<br />TABLE 4: NAIL SIZE LEGEND TABLE 5: FASTENERS IN
<br />NOTES 1, 2, 3, 4 DIAMETER LENGTH PRESSURE TREATED LUMBER
<br />8d COMMON
<br />0.131"
<br />2-1/2'
<br />RSRS-01
<br />0.113"
<br />2-%"
<br />RSRS-03
<br />0.131"
<br />2-'/2'
<br />10d
<br />0.131"
<br />3"
<br />10d COMMON
<br />0.148"
<br />3"
<br />12d COMMON
<br />0.148"
<br />3-Y4'
<br />16d SINKER
<br />0.148"
<br />3-Y4'
<br />16d COMMON
<br />1 0.162"
<br />1 3 '/z"
<br />NOTES:
<br />1. INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED.
<br />2. COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS
<br />SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM
<br />F1667. NOMINAL DIAMETER SIZES APPLY TO FASTENERS
<br />BEFORE APPLICATION OF PROTECTIVE COATING.
<br />3. WHEN A BORED HOLE IS REQUIRED TO PREVENT SPLITTING OF
<br />A WOOD DUE TO FASTENER PENETRATION, THE BORED HOLE
<br />SHALL NOT EXCEED 75% OF THE NAIL OR SPIKE DIAMETER.
<br />4. THE NOMINAL DIAMETER AND LENGTH OF TYPICAL FASTENERS
<br />SPECIFIED FOR THIS PROJECT ARE AS LISTED IN TABLE 4.
<br />PRESERVATIVE
<br />FASTENER TYPE
<br />ACZA
<br />STANDARD CARBON STEEL
<br />SODIUM BORATE (NOTE 1)
<br />STAINLESS CONNECTORS AND
<br />FASTENERS REQUIRED.
<br />CONNECTORS MUST HAVE
<br />ALL OTHER PT
<br />Z-MAX, G120 OR TRIPLE ZINC
<br />(INCLUDING ACQ & MCQ)
<br />COATED FINISH.
<br />ALL FASTENERS MUST BE HOT
<br />DIPPED GALVANIZED.
<br />NOTES:
<br />1. SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON
<br />CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY
<br />EXPOSED TO EARTH OR WEATHER AND HAVE BEEN PROVEN
<br />TO BE NON -CORROSIVE TO CARBON STEEL FASTENERS.
<br />CONCRETE AND FOUNDATION NOTES
<br />1. CONCRETE COMPRESSIVE STRENGTH FOR FOOTINGS= 2,500 PSI AT 28 DAYS (UNO).
<br />2. CONCRETE COMPRESSIVE STRENGTH FOR SLAB = 2,500 PSI AT 28 DAYS (UNO).
<br />3. ALL REINFORCING STEEL #3 AND BIGGER SHALL BE ASTM A615 GRADE 40 DEFORMED BARS (UNO).
<br />4. ALL REINFORCING STEEL SHALL HAVE 90 DEGREE BEND AT CORNERS WITH A 24" LAP. 24" LONG #4 BAR IS RECOMMENDED TO BE
<br />INSTALLED AT ALL REENTRANT CORNERS.
<br />5. FIBERMESH IS AN ACCEPTABLE ALTERNATIVE AND SHALL NOT REQUIRE WWF. FIBER LENGTHS SHALL BE %" TO 2" IN LENGTH.
<br />DOSAGE AMOUNTS SHALL RANGE FROM 0.75 TO 1.5 POUNDS PER CUBIC YARD IN ACCORDANCE WITH THE MANUFACTURER'S
<br />RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WHEN REQUESTED BY THE BUILDING OFFICIAL.
<br />6. MASONRY STEMWALL AND MONOLITHIC FOOTING ARE INTERCHANGEABLE.
<br />7. EARTH AND EARTH FILL SUPPORTING SLABS ON GRADE IS ASSUMED TO HAVE A MINIMUM BEARING CAPACITY OF 2,000 PSF IN
<br />ACCORDANCE WITH TABLE R401.4.1, AND SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS.
<br />COMPACT THE FILL IN 12" LIFTS TO AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT IS THE OWNER'S OR
<br />CONTRACTOR'S RESPONSIBILITY TO CONFIRM THESE ASSUMPTIONS.
<br />8. CONCRETE FLOOR SLABS ON GRADE SHALL BE INSTALLED OVER A MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH
<br />JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH CODE APPROVED PROVISIONS FOR
<br />PREVENTION OF SUBTERRANEAN TERMITES.
<br />9. STEMWALLS OVER 4 COURSES TALL REQUIRE SPECIAL ATTENTION TO BRACING DURING CONSTRUCTION. CONTACT ENGINEER
<br />OF RECORD IF THIS CONDITION EXISTS.
<br />10. TO CONTROL CRACKING, CUT 1" SAWCUTS IN THE SLAB IN A 15'x15' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT.
<br />CONTACT FOR FOR ALTERNATIVE METHODS. CONTROL JOINTS ARE NOT REQUIRED WHEN WWF OR FIBERMESH ARE INCLUDED
<br />WITH CONCRETE WORK.
<br />11. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. DO NOT DETERMINE FOOTING LOCATION
<br />FROM ARCHITECTURAL PLANS OR FRAMING PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINATE FROM USE OF
<br />FOUNDATION PLAN ALONE, CONTACT THE ENGINEER OF RECORD.
<br />PRE-ENGINEERED TRUSSES & I -JOISTS
<br />1. ROOF TRUSS TOP CHORDS SHALL HAVE A MINIMUM SPECIFIC GRAVITY OF 0.49 (SYP SPECIES OR BETTER).
<br />2. ROOF OR FLOOR TRUSSES FABRICATED TO ACHIEVE THE ROOF PLANES DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE
<br />DESIGNED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. ENGINEERING SHOP DRAWINGS
<br />SHALL BE PREPARED IN ACCORDANCE WITH ANSI/TPI AND SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO
<br />FABRICATION. DESIGN CRITERIA IS LOCATED ON SHEET STA OF THE PLAN SET. TEMPORARY BRACING SHALL BE THE
<br />RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE LEFT IN PLACE AFTER CONSTRUCTION IS COMPLETE.
<br />3. TRUSSES OR I -JOISTS SHALL BE DESIGNED TO MATCH THE ORIENTATION, SPAN DIRECTION, SPACING, BEARING LOCATION AND
<br />NAMING CONVENTION OF THE LAYOUT SHOWN HERE.
<br />4. THE TRUSS ENGINEER SHALL PROVIDE ALL TRUSS TO TRUSS CONNECTION DESIGN AND SPECIFICATIONS AND SUBMIT THEM
<br />UNDER SIGN AND SEAL WITH THE TRUSS SHOP DRAWINGS.
<br />5. TRUSS UPLIFTS HAVE BEEN CALCULATED BY THE ENGINEER OF RECORD AND TAKEN INTO CONSIDERATION DURING THE DESIGN
<br />OF THE UPLIFT RESTRAINT SYSTEM FOR THIS STRUCTURE. AS SUCH, THE REPORTED UPLIFTS ON THE TRUSS SHOP DRAWINGS
<br />MAY BE DISREGARDED.
<br />6. I -JOISTS FABRICATED TO ACHIEVE THE FLOOR PLANS DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE DESIGNED AND
<br />SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. SEE DESIGN CRITERIA,
<br />THIS SHEET.
<br />USP & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE EQUAL
<br />ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE
<br />SIMPSON
<br />SIMPSON FASTENERS
<br />MITEK
<br />USP FASTENERS
<br />SIMPSON
<br />SIMPSON
<br />FASTENERS
<br />MITEK
<br />USP FASTENERS
<br />(8)'/, X 1 /z, SDS SCREWS
<br />(8) %: x 1 % 15 C
<br />DTT2Z
<br />IN STUD'/z' 0 X 4'W
<br />WOOD SCREWS IN STUD
<br />(9) 10d COMMON
<br />(9) 10d
<br />(NOTE 2)
<br />EMBED EPDXY OR
<br />DTB-TZ
<br />'/: 0 x 4M." EMBED EPDXY
<br />CS18
<br />EACH END
<br />CS20
<br />COMMON
<br />SCREW ANCHOR
<br />OR SCREW ANCHOR
<br />EACH END
<br />(18)0.162"x2Y2'IN
<br />(18)0.162"x2'WIN
<br />HTT4
<br />STUD/BEAM/TRUSS
<br />HTT45
<br />STUD/BEAM/TRUSS
<br />MTS12
<br />(7) 10d x 1 1/2"(7)
<br />MTW12
<br />10d x 1 1/2'
<br />(NOTE 2)
<br />48' 0 x 6" EMBED ANCHOR
<br />46 0 x 6" EMBED ANCHOR
<br />EACH END
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(26) 0.162" x 2 '/s" IN
<br />(26) 0.162" x 2 Ys" IN
<br />HTT5
<br />STUD/BEAM/TRUSS
<br />HTT45
<br />STUD/BEAM/TRUSS
<br />MSTA24
<br />(9) 10d COMMON
<br />MSTA24
<br />(9) 10d COMMON
<br />(NOTE 2)
<br />48" 0 x 6" EMBED ANCHOR
<br />48" 0 x 6" EMBED ANCHOR
<br />EACH END
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />( ON' x 3" SDS SCREWS
<br />(24) 3" WS IN STUD
<br />HDQ8-SDS3
<br />IN STUD GROUP
<br />PHD8
<br />GROUP 7/8" 0 x 12" EMBED
<br />MSTA36
<br />(13) 10d COMMON
<br />MSTA36
<br />(13) 10d COMMON
<br />38" 0 x 12" EMBED
<br />ANCHOR IN CONCRETE
<br />EACH END
<br />EACH END
<br />ANCHOR IN CONCRETE
<br />(7) 10d x 1 Y2" IN TRUSS
<br />(7) 10d x 1 Y2" IN TRUSS
<br />(7) 10d COMMON IN
<br />(7) 10d COMMON IN
<br />META12
<br />4" WET EMBED IN
<br />HTA16-18
<br />4" WET EMBED IN
<br />MSTAM36
<br />WOOD FRAMING
<br />MSTAM36
<br />WOOD FRAMING
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />(4) W x 2 %" TITEN
<br />(5) '/:' x 2 %" TAPCON IN
<br />SCREWS IN MASONRY
<br />MASONRY
<br />(8) 10d x 1 Y2" IN TRUSS
<br />(9) 10d x 1 Y2" IN TRUSS
<br />(11) 10d x 1 Y2" IN
<br />(11) 10d x 1 '/2" IN
<br />META20
<br />4" WET EMBED IN
<br />HTA20-18
<br />4" WET EMBED IN
<br />HTS20
<br />TRUSS/RAFTER
<br />HTW20
<br />TRUSS/RAFTER
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />(11) 10d x 1 Y? IN
<br />(11) 10d x 1 Y2" IN
<br />STUD
<br />STUD
<br />(12) 10d x 1 %" IN
<br />(8) 10d x 11/2" IN
<br />ABU44
<br />(12) 16d COMMON NAILS
<br />PAU44
<br />(12) 16d COMMON NAILS
<br />HTSM20
<br />TRUSS/RAFTER
<br />HTWM20
<br />TRUSS/RAFTER
<br />(NOTE 6)
<br />48' 0 x 7" EMBED EPDXY
<br />�8 0 x 7" EMBED EPDXY
<br />(12) 10d x 1 1/2" IN
<br />(4) W x 3" WEDGE BOLT
<br />STUD
<br />OR EQUIVALENT IN STUD
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />(5) 8d x 1 Y2' IN
<br />(5) 8d x 1'/z" IN
<br />ABU66
<br />%" 0 x 7" EMBED EPDXY
<br />PAU66
<br />48" 0 x 7" EMBED EPDXY
<br />H2.5T/
<br />TRUSS
<br />RT7/
<br />TRUSS
<br />(NOTE 6)
<br />(12" EMBED AT GARAGE
<br />(12" EMBED AT GARAGE
<br />HA8
<br />(5) 8d x 1 Ys" IN
<br />RT7AT
<br />(5) Sd x 1'/z' IN
<br />DOOR RETURNS)
<br />DOOR RETURNS)
<br />TOP PLATE
<br />TOP PLATE
<br />HU48,
<br />(14) 16d COMMON IN
<br />HD48,
<br />(14) 16d COMMON IN
<br />(5) 10d x 1 Y2' IN
<br />(5) 10d x 1'/2' IN
<br />HUC48,
<br />HEADER
<br />HD481F,
<br />HEADER
<br />H8
<br />TRUSS
<br />RT8A
<br />TRUSS
<br />HU28-2,
<br />HUC28-2
<br />(6) 10d COMMON IN BEAM
<br />HD28-2,
<br />HD28-21F
<br />(6) 10d COMMON IN BEAM
<br />(5) 10d x 1 Y2' IN
<br />TOP PLATE
<br />(5) 10d x 1 Y2' IN
<br />TOP PLATE
<br />HU410,
<br />(18) 16d COMMON IN
<br />HD410,
<br />(18) 16d COMMON IN
<br />(16) 10d COMMON TO
<br />HUC410,
<br />HEADER
<br />HD4101F,
<br />HEADER
<br />TRUSS/RAFTER
<br />TRUSS/RAFTER
<br />HU210-2,
<br />(10) 10d COMMON IN
<br />HD210-2,
<br />(10) 10d COMMON IN
<br />LGT2
<br />(7) +%" x 2 %' TITEN
<br />LUGT2
<br />(5)O" x 3" WEDGE BOLT
<br />HUC210-2
<br />BEAM
<br />HD210-21F
<br />BEAM
<br />SCREWS IN MASONRY
<br />OR EQUIVALENT
<br />(22) 16d COMMON IN
<br />(22) 16d COMMON IN
<br />(26) 16d SINKER
<br />(28) 16d SINKER IN WALL
<br />HUC212-2
<br />HEADER
<br />HD212-21F
<br />HEADER
<br />LGT3
<br />IN WALL FRAMING
<br />LUGT3
<br />FRAMING
<br />10 10d COMMON IN BEAM
<br />10 10d COMMON IN BEAM
<br />(12) SDS %' x 2 1/2"
<br />(12) WS25 'W x 2 Y2"
<br />+ +
<br />(4)%" x 1 /2" SDS SCREW
<br />4 Y:' x 1 Ys" WS15 SCREWS
<br />()
<br />IN TRUSS
<br />IN TRUSS
<br />IN TRUSS/RAFTER
<br />IN TRUSS/ RAFTER
<br />HGA10KT
<br />(4)/, x 3" SDS SCREWS
<br />HGA10
<br />4 '
<br />() /4' x 3" WS3 SCREWS
<br />IN TOP PLATE
<br />IN TOP PLATE
<br />SDWC14500, SDWC15600
<br />NO
<br />USP EQUIVALENT
<br />(4) SDS Yi' x 1 Ya" SCREWS
<br />(4) %" x 1'/2' WS15 SCREWS
<br />HGAM10KTA
<br />IN TRUSS/RAFTER
<br />HGAM10KT
<br />IN TRUSS/ RAFTER
<br />(4) /, x 1 /. WEDGE BOLT
<br />(4) %" x 2%" TITEN SCREWS
<br />IN MASONRY
<br />OR EQUIVALENT IN
<br />MASONRY
<br />NOTES:
<br />1. REFER TO FRAMING NOTES THIS SHEET FOR ACRYLIC -TIE INSTALLATION SPECIFICATIONS.
<br />2. PRODUCTS SELECTED USING SIMPSON 2019-2020 CATALOG. PRODUCTS MAY BE SUBSTITUTED WITH EQUAL OR BETTER APPROVED ALTERNATES.
<br />3. REFER TO SIMPSON CATALOG FOR ADDITIONAL INSTALLATION INSTRUCTIONS.
<br />4. IF CONNECTOR IS NOT LISTED ABOVE, CONTACT FOR FOR SPECIFIC FASTENING REQUIREMENTS.
<br />5. POSITIVE PLACEMENT GUN NAILS, 2'/2' LONG, WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR
<br />ABU POST BASE ANCHORS, CS16, AND MSTA FLAT STRAPS.
<br />6. MASONRY APPLICATION REQUIRE EQUIVALENT NUMBER OF TITEN ANCHORS IN LIEU OF 16d NAILS TO HDR CONNECTION. CMU REQUIRES
<br />%" 0 x 2 %" TITENS ILO 16d. CONCRETE REQUIRES EQUIVALENT NUMBER OF %" 0 x 1 %" TITENS ILO 16d.
<br />MASONRY NOTES
<br />1. ALL MASONRY UNITS SHALL HAVE I'm = 1,500 PSI AND SHALL ERECTED IN RUNNING BOND WITH TYPE M OR S MORTAR OVER FULL
<br />BED.
<br />2. SHOULD LIMITED AREAS OF STACK BOND MASONRY EXIST, EVERY OTHER COURSE SHALL BE EQUIPPED w/ 9 GAUGE LADDER
<br />TYPE HORIZONTAL JOINT REINFORCEMENT
<br />3. ALL GROUT TO MIXED PER ASTM C476 STANDARDS AND INSTALLED TO COMPLY WITH FBC R606.3.5. fc = 3,000 PSI.
<br />4. VERTICAL WALL REINFORCING TO BE ASTM A615 GRADE 60 REBAR.
<br />5. LAPS BETWEEN VERTICAL REINFORCING AND DOWELS TO BE 30".
<br />6. VERTICAL REINFORCING TO HAVE 10" STANDARD HOOK INTO BOND BEAM. DOWEL TO HAVE 10" STANDARD HOOK INTO FOOTING
<br />7. PRE -CAST MASONRY LINTELS: SEE "TYPICAL PRE -CAST LINTEL OPTIONS" DETAIL ON STRUCTURAL DETAIL SHEET.
<br />8. PROVIDE MOISTURE BARRIER FOR ALL UNTREATED LUMBER IN CONTACT WITH MASONRY OR CONCRETE.
<br />LEGEND
<br />OR
<br />UNO
<br />FOR
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<br />OSB
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<br />SPF
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<br />ANCHOR
<br />"OR" SHALL MEAN THAT EITHER OPTION PROVIDED IS AN EQUAL
<br />ALTERNATIVE FOR THE APPLICATION SHOWN
<br />UNLESS NOTED OTHERWISE ON PLAN OR DETAIL
<br />ENGINEER OF RECORD
<br />EACH WAY
<br />ORIENTED STRAND BOARD
<br />WOOD STRUCTURAL PANEL
<br />SOUTHERN YELLOW PINE
<br />SPRUCE -PINE -FUR
<br />CONTINUOUS
<br />ON CENTER
<br />1.55E TIMBERSTRAND LSL ENGINEERED LUMBER, 1 W WIDE, UNO.
<br />(3 Y2" WIDE LSL BEAMS ARE EQUIVALENT TO 2-PLY 1 %" BEAM)
<br />2.0E MICROLLAM LVL ENGINEERED LUMBER, 1 W WIDE
<br />2.0E PARRALLAM PSL ENGINEERED LUMBER, 3 '/2' WIDE, UNO.
<br />PROPERLY RATED OPEN WEB HEADER
<br />INTERIOR ROOF LOAD BEARING WALL, SPECIFICATIONS
<br />OUTLINED ON TYPICAL WALL SECTIONS, DETAIL SHEETS
<br />INTERIOR BEARING WALL WITH NO UPLIFT. NO UPLIFT ANCHORS REQUIRED. MINIMUM
<br />BOTTOM PLATE ANCHORAGE IS '/2' ANCHOR @ 8'4" O.C. (UNO ON FRAMING PLAN OR
<br />SW SPECIFICATIONS)
<br />STRUCTURAL WOOD BEAM
<br />STUD COLUMN KEYNOTE
<br />NUMBER OF SDWC15600 CONNECTING TOP PLATE TO STUDS.
<br />NUMBER OF STUDS BELOW BEAM/GIRDER TRUSS. STUDS
<br />TO MATCH WALL FRAMING SIZE AND GRADE, UNO.
<br />ADDITIONAL CLARITY FOR THE LOCATION OF THE STUD COLUMN
<br />BOTTOM OF STUD COLUMN CONNECTION
<br />1ST LEVEL STUD COLUMN: HOLDDOWN REQUIRED AT BASE OF COLUMN
<br />2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL
<br />COLUMN TO 1ST LEVEL STUDS/HEADER/BEAM.
<br />"ANCHOR" REQUIRES BOTTOM PLATE ANCHOR WITHIN 3" OF STUD COLUMN
<br />NUMBER OF SDWC15450 CONNECTING STUDS TO BOTTOM PLATE
<br />HEADER STRAPPING KEYNOTE
<br />NUMBER OF STRAPS CONNECTING HEADER TO JACK STUD
<br />MSTA24 TYPE OF STRAP CONNECTING HEADER TO JACK STUD
<br />DTT2Z KING/JACK GROUP BOTTOM CONNECTION
<br />1ST LEVEL STUD GROUP: HOLDDOWN REQUIRED AT BASE OF STUD GROUP
<br />2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL STUD
<br />GROUP TO 1ST LEVEL STUDS/HEADER/BEAM.
<br />NUMBER OF HOLDDOWNS/STRAPS AT BASE OF KING/JACK GROUP
<br />NON -BEARING HEADER FRAMING KEYNOTE
<br />NO HDR - # NUMBER OF KING STUDS EACH SIDE OF OPENING
<br />HEADER MAY BE FRAMED AS NON BEARING HEADER DUE TO LIGHTLY
<br />LOADED CONDITIONS ABOVE
<br />#2 SYP HEADER FRAMING KEYNOTE Z
<br />(2) 2x10 - 1 / 2 NUMBER OF KING STUDS EACH SIDE OF OPENING 0
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<br />NUMBER OF JACK STUDS EACH SIDE OF OPENING Z
<br />DEPTH OF LOAD -BEARING #2 SYP HEADER
<br />NUMBER OF PLIES IN HEADER m
<br />ENGINEERED LUMBER HEADER FRAMING KEYNOTE W
<br />(2) 9'/z' LSL- 1 / 2 NUMBER OF KING STUDS EACH SIDE OF OPENING W
<br />Z
<br />NUMBER OF JACK STUDS EACH SIDE OF OPENING Z
<br />HEADER MATERIAL (LSL, LVL, PSL, OR SYS42) LLI
<br />DEPTH OF LOAD -BEARING EWP HEADER Q
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<br />NUMBER OF PLIES IN HEADER (1 %" WIDE UNO)
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<br />HEADER FRAMING
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<br />1.
<br />ALL HEADER JACK AND KING STU DS SHALL BE FASTENED TO EACH OTHER WITH (2) ROWS 10d @ 8" O.C.
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<br />STAGGERED.
<br />0
<br />2.
<br />NON BEARING HEADERS: DUE TO LIGHTLY LOADED CONDITIONS, 49" OR LESS CLEAR -OPENINGS IN AN
<br />EXTERIOR WALL DO NOT REQUIRE LOAD BEARING HEADER, SEE PLAN.
<br />3.
<br />FASTEN ALL MULTI -PLY HEADERS TOGETHER WITH (2) ROWS 10d @ 8" O.C., STAGGERED ALONG EACH EDGE.
<br />4.
<br />FASTEN ALL HEADERS TO KING STUDS WITH (3)8d TOE NAILS
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<br />5.
<br />IF HEADER NOT SPECIFIED, CONTACT ENGINEER OF RECORD.
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<br />6.
<br />LINO ON PLAN, MIN (1) SDWC15600 TOP PLT TO KING STUD AND (1) SDWC15450 KING STUD TO BOTTOM PLATE
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<br />CONNECTION REQUIRED EACH SIDE OF OPENING (NO CONNECTION REQUIRED FOR OPENINGS AT FIRST
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<br />FLOOR HEADER WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE.
<br />7.
<br />TOP PLATE TO HEADER CONNECTION PER ONE OF THE FOLLOWING (NO CONNECTION REQUIRED FOR
<br />Q
<br />OPENINGS 39" OR LESS, OR AT FIRST FLOOR HEADERS WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE:
<br />• SDWC15600 @ MAX 32" O.C. AS SHOWN, "ALTERNATE SECTION (HEADERS),ST-5
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<br />• SPH w/ (12) 10d x 1- Ys" @ 16" O.C. OR
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<br />• DSP w/ (14) 10d x 1- Yz" @ 16" O.C. OR
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<br />• FASTEN TRUSS DIRECTLY TO HEADER w/ MTS OR HTS w/ (14) 10d x 1 -Y2" (OR EQUAL APPROVED BY EOR).
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<br />8. CRIPPLE BLOCKS BELOW LOAD -BEARING HEADERS MAY BE FRAMED AT 24" O.C.
<br />-
<br />FRAMING NOTES
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<br />1. SIMPSON ACRYLIC -TIE ADHESIVE OR EQUAL SHALL BE USED IN ALL DRILLED AND EPDXIED ANCHOR APPLICATIONS.
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<br />ANCHOR BOLT, THREADED ROD, OR DOWELED REINFORCING STEEL MAY BE EMBEDDED TO THE SPECIFIED DEPTH, IN
<br />0
<br />A HOLE AS SPECIFIED BY MANF (TYPICALLY 1/16" TO 1/8" GREATER THAN SPECIFIED ANCHOR DIAMETER).
<br />Z
<br />ADHESIVE/EPDXY MUST FILL THE HOLE IN THE CONCRETE AND WOOD BOTTOM PLATE. MANUFACTURER'S
<br />2
<br />SPECIFICATIONS MUST BE FOLLOWED FOR PROPER INSTALLATION.
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<br />2. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY, LINO. ALL WATERPROOFING AND FIRE SAFETY
<br />H
<br />SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHER.
<br />3. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN
<br />X
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<br />TABLE 2304.10.1
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<br />4. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO BE PROVIDED BY TRUSS MANUFACTURER OR LUMBER SUPPLIER.
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<br />5. FASTEN ALL MULTI -PLY STUD COLUMNS AND CORNERS TOGETHER WITH (2) ROWS 10d @ 8" O.C. STAGGERED.
<br />X
<br />UPPER LEVEL MULTI -PLY STUD GROUPS BELOW ALL GIRDER LOCATIONS TO BE CONTINUOUS THROUGH FLOOR
<br />Q
<br />SYSTEM TO FOUNDATION. (NOT REQUIRED BELOW HEADER JACK/KING STUD GROUPS)
<br />6. FASTEN ALL STUDS TO BOTTOM AND TOP PLATES WITH (4)8d TOE NAILS OR (2)16d COMMON END NAILS.
<br />m
<br />7. FASTEN ALL TRUSSES AND RAFTERS TO TOP PLATES WITH (3)8d TOE NAILS.
<br />8. ALL MULTI -PLY TRUSS GIRDERS AND BEAMS TO HAVE SOLID STUD GROUP BELOW MATCHING GIRDER OR BEAM
<br />0
<br />THICKNESS AND MATCHING WALL STUD SPECIFICATIONS AS NOTED ON STRUCTURAL PLAN, UNO.
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<br />9. EXTERIOR WALL DESIGN ASSUMES CONTINUOUSLY SHEATHED WITH OSB OR PLYWOOD
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<br />This item has been electronically
<br />signed and sealed by Justin M Lanier,
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<br />shown using a digital signature.
<br />Printed copies of this document are
<br />not considered signed and sealed
<br />nd the signature must be verified
<br />by a 3rd Party Certificate Authority
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