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DocuSign Envelope ID: 4999B7AA-F962-4606-81OA-CEF053D4DE76
<br />DESIGN CRITERIA AND LOADS
<br />Building Code
<br />Florida Building and Residential Codes ,
<br />7t" 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 />SF P
<br />(NON -CONCURRENT)
<br />BOTTOM CHORD DEAD LOAD..........
<br />5 PSF
<br />WINDLOADING ...................... ............ ..............
<br />Cd= 1.60
<br />ASCE 7-16, 3S GUST........................................139
<br />MPH
<br />BASIC WIND SPEED
<br />CATEGORY ..................................
<br />EXPOSURE C
<br />C
<br />BUILDING CATEGORY ....................................
<br />II
<br />ENCLOSURE CLASSIFICATION ......................
<br />ENCLOSED
<br />INTERNAL PRESSURE COEFF........................
<br />0.18
<br />C&C DESIGN PRESSURES ..............................
<br />(SEE 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 />R (GAME ROOM LOADING = 1.00
<br />SPECIAL FLOG (G 1 d
<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........................5
<br />PSF
<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 />FLOOR JOIST OR TRUSS ...............................
<br />LL / 480
<br />TL / 360
<br />BEAMS'.............................................................LL
<br />/ 360
<br />TL/240
<br />NOTES:
<br />1. PORCH BEAMS AND BEAMS SUPPORTING EXTERIOR WALL
<br />ABOVE SHALL NOT EXCEED %" 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 -38.22
<br />21 - 50 ft2
<br />+27.17 -29.59
<br />+27.17 -35.47
<br />51 - 100 ft2
<br />+25.52 -27.94
<br />+25.52 -32.17
<br />101 - 200 ft2
<br />+24.25 -26.67
<br />+24.25 -29.64
<br />SOFFIT MAX PRESSURE (psf) +28.6 -38.3
<br />GARAGE DOOR WIDTH''
<br />8 FT
<br />PRESSURE (PSF)
<br />+25.4/-32
<br />10 FT
<br />+25.02/-30.4
<br />16 FT
<br />+24.1/-28
<br />18 FT
<br />+23.9/-27.5
<br />"GARAGE DOOR HEIGHT MAY BE 6'-8" OR HIGHER
<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 />i
<br />I
<br />4.0 FT
<br />1 ST FLOOR SNP) END ZONE
<br />DESIGNATION
<br />TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
<br />KIOTFS I A
<br />p 0
<br />STUCCO AND DIRECTLY
<br />MIN'%32" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR ('/s' 24/16
<br />W -
<br />ADHERED STONE
<br />INSTALLED HORIZONTALLY) W/ 8d COMMON: 6" O.C. AT PANEL EDGES, 12" O.C. IN THE
<br />r.
<br />� F N
<br />(NOTE 6)
<br />FIELD. 2x4 BLOCKING IS RECOMMENDED AT UNSUPPORTED PANEL EDGES.
<br />wM�
<br />U _ z
<br />ALL OTHER VENEER
<br />MIN 3/16" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL
<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 />x (D 5
<br />TILE AND METAL ROOF
<br />MIN'%2' 32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION
<br />wz 06
<br />(NOTE 7)
<br />PERPENDICULAR TO SUPPORTS W/ RSRS-03 NAILS: 4" O.C. AT PANEL EDGES AND
<br />Lu = r
<br />6" O.C. IN THE FIELD
<br />0O � �
<br />MIN Y6" 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION
<br />0 = O
<br />u) z
<br />SHINGLE
<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 />2%2" 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 15/2" 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 HELP
<br />REDUCE SQUEAKING, RSRS-01 NAILS OR 8d SCREW NAILS ARE RECOMMENDED.
<br />6. 1%2" 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 />STRUCTURAL REQUIREMENTS ARE �116' 24/16 SPAN RATING INSTALLED HORIZONTALLY OR VERTICALLY PER FLEXIBLE VENEER WALL
<br />SPECIFICATIONS. INCLUDES FULL AND PARTIAL HEIGHT VENEER APPLICATIONS.
<br />7. t5/2" 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
<br />NOTES 1, 2, 3, 4 TABLE 5: FASTENERS IN
<br />DIAMETER I LENGTH PRESSURE TREATED LUMBER
<br />8d COMMON
<br />0.131
<br />2 /z
<br />RSRS-01
<br />0.113"
<br />2--%"
<br />RSRS-03
<br />0.131"
<br />2-Y2"
<br />10d x 1-'/z"
<br />0,148"
<br />1-'/z"
<br />10d
<br />0.131"
<br />3"
<br />10d COMMON
<br />0.148"
<br />3"
<br />12d COMMON
<br />0.148"
<br />3-Ya"
<br />16d SINKER
<br />0.148"
<br />3-'/d'
<br />16d COMMON
<br />1 0.162"
<br />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 />Z-MAX, G120 OR TRIPLE ZINC
<br />ALL OTHER PT
<br />COATED FINISH.
<br />(INCLUDING ACQ & MCQ)
<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 Y2' 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. NOTE: 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 ST-1 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 OF
<br />THE FRAMING PLAN 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 />TABLE 7: METAL CONNECTOR SCHEDULE
<br />NOTES 2. 3.4
<br />MITEK & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE
<br />EQUAL ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE
<br />SIMPSON
<br />SIMPSON FASTENERS
<br />MITEK
<br />MITEK FASTENERS
<br />SIMPSON
<br />SIMPSON
<br />FASTENERS
<br />MITEK
<br />MITEK FASTENERS
<br />(8)% X 1 %" SDS SCREWS
<br />(8 ,x 11/V M15-
<br />DTT2Z
<br />IN STUD %" 0 X 4'/2'
<br />WOOD SCREWS IN STUD
<br />(9) 10d COMMON
<br />(9) 10d
<br />(NOTE 2)
<br />EMBED EPDXY OR
<br />DTB-TZ
<br />'/z 0 x 4%" EMBED EPDXY
<br />CS18
<br />EACH END
<br />CS20
<br />COMMON
<br />SCREW ANCHOR
<br />OR SCREW ANCHOR
<br />EACH END
<br />„
<br />1 .1 2"x2 N
<br />( 8) 0 6 /z I
<br />, "
<br />18 0.162"x2 /z IN
<br />( )
<br />HTT4
<br />STUD/BEAM/TRUSS
<br />HTT45
<br />STUD/BEAM/TRUSS
<br />MTS12
<br />(7) 1Od x 1 'Yz'
<br />MTW12
<br />(7) 1Od x 1 'YZ'
<br />(NOTE 2)
<br />§8' 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 />(26)0.162"x2'/z"IN
<br />(26)0.162"x2'/i'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 />§8 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 />(20)%" 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) 1Od COMMON
<br />MSTA36
<br />(13) 1Od COMMON
<br />8" 0 x 12" EMBED
<br />ANCHOR IN CONCRETE
<br />EACH END
<br />EACH END
<br />ANCHOR IN CONCRETE
<br />(7) 10d x 1 %" IN TRUSS
<br />(7) 10d x 1 '/z" 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 '/V IN TRUSS
<br />(9) 10d x 1 %" IN TRUSS
<br />(11) 10d x 1 %" IN
<br />(11) 10d x 1 %" 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 '/z' IN
<br />(11) 10d x 1 '/V IN
<br />STUD
<br />STUD
<br />(12) 10d x 1 %" IN
<br />(8) 10d x 1'/i' 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 %" IN
<br />(4) W x 3" WEDGE BOLT
<br />STUD
<br />OR EQUIVALENT IN STUDII
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />(5) 8d x 1'/i' IN
<br />(5) 8d x 1'/2' IN
<br />ABU66
<br />4 " 0 x 7" EMBED EPDXY
<br />PAU66
<br />§ " 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'/2' IN
<br />RT7AT
<br />(5) 8d x 1 Y2' 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) 1Od x 1'/z" IN
<br />(5) 1Od x 1'/i' IN
<br />HUC48,
<br />HEADER
<br />HD481F,
<br />HEADER
<br />H8
<br />TRUSS
<br />RTBA
<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'/i' IN
<br />TOP PLATE
<br />(5) 10d x 11/2" IN
<br />TOP PLATE
<br />HU410,
<br />08) 16d COMMON IN
<br />HD410,
<br />(18) 16d COMMON IN
<br />(16) 1Od COMMON TO
<br />HUC410,
<br />HEADER
<br />HD4101F,
<br />HEADER
<br />LGT2
<br />TRUSS/RAFTER
<br />'/;'
<br />LUGT2
<br />TRUSS/RAFTER
<br />HU210-2,
<br />(10) 10d COMMON IN
<br />HD210-2,
<br />(10) 1Od COMMON IN
<br />(7) %" x 2 TITEN
<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 '/z"
<br />(12) WS25 '/:' x 2 '/i'
<br />+ +
<br />(4)%" x 1 /z' SDS SCREW
<br />4 '/:' x 1'/z" WS15 SCREWS
<br />()
<br />IN TRUSS
<br />IN TRUSS
<br />IN TRUSS/RAFTER
<br />IN TRUSS/ RAFTER
<br />HGAI OKT
<br />(4)'%" x 3" SDS SCREWS
<br />HGA10
<br />(4) %" x 3" WS3 SCREWS
<br />IN TOP PLATE
<br />IN TOP PLATE
<br />SDWC14500,
<br />SDWC15600
<br />NO
<br />MITEK EQUIVALENT
<br />(4) SDS %" x 1 %" SCREWS
<br />(4)'/;' x 1%" WS15 SCREWS
<br />HGAM10KTA
<br />IN TRUSS/RAFTER
<br />HGAM10KT
<br />IN TRUSS/ RAFTER
<br />(4) Y." x WEDGE BOLT
<br />(4) %" x 2%" TITEN SCREWS
<br />OR EQUIVALENT IN
<br />QU
<br />L_
<br />IN MASONRY
<br />MASONRY
<br />NOTES:
<br />1. REFER TO FRAMING NOTES THIS SHEET FOR ACRYLIC -TIE INSTALLATION SPECIFICATIONS.
<br />2, PRODUCTS SELECTED USING SIMPSON 201 9-2020 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 fm = 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.
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<br />OR "OR" SHALL MEAN THAT EITHER OPTION PROVIDED IS AN EQUAL
<br />ALTERNATIVE FOR THE APPLICATION SHOWN
<br />LINO UNLESS NOTED OTHERWISE ON PLAN OR DETAIL
<br />FOR ENGINEER OF RECORD
<br />EW EACH WAY
<br />OSB ORIENTED STRAND BOARD
<br />WSP WOOD STRUCTURAL PANEL
<br />SYP SOUTHERN YELLOW PINE
<br />SPF SPRUCE -PINE -FUR
<br />CONT CONTINUOUS
<br />O.C. ON CENTER
<br />LSL 1.55E TIMBERSTRAND LSL ENGINEERED LUMBER, 1 3/4" WIDE, UNO.
<br />(3 %" WIDE LSL BEAMS ARE EQUIVALENT TO 2-PLY 1 %" BEAM)
<br />LVL 2.0E MICROLLAM LVL ENGINEERED LUMBER, 1 %" WIDE
<br />PSL 2.0E PARRALLAM PSL ENGINEERED LUMBER, 3 '/z' WIDE, LINO.
<br />SYS 42 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 '/V ANCHOR @ 8'-0" 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.
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<br />PROJECT NO: FRAMING NOTES 2021.o149s9 _ 0
<br />1. SIMPSON ACRYLIC -TIE ADHESIVE OR EQUAL SHALL BE USED IN ALL DRILLED AND EPDXIED ANCHOR APPLICATIONS. DRAwN
<br />ANCHOR BOLT, THREADED ROD, OR DOWELED REINFORCING STEEL MAY BE EMBEDDED TO THE SPECIFIED DEPTH, IN CD W
<br />A HOLE AS SPECIFIED BY MANF (TYPICALLY 1/16" TO 1/8" GREATER THAN SPECIFIED ANCHOR DIAMETER). CHKD: U_
<br />ADHESIVE/EPDXY MUST FILL THE HOLE IN THE CONCRETE AND WOOD BOTTOM PLATE. MANUFACTURER'S MJP LL
<br />SPECIFICATIONS MUST BE FOLLOWED FOR PROPER INSTALLATION. O
<br />2. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY, UNO. ALL WATERPROOFING AND FIRE SAFETY Q
<br />SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHER. 0
<br />3. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN LO
<br />TABLE2304.10.1 ,�ttttt1111tt1I1.* W
<br />4. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO BE PROVIDED BY TRUSS MANUFACTURER OR LUMBER SUPPLIER. ,,%% silN LA/V/, 4ei, W
<br />5. FASTEN ALL MULTI -PLY STUD COLUMNS AND CORNERS TOGETHER WITH (2) ROWS 10d @ 8" O.C. STAGGERED. ��� ��;••' C•E IV �'4 Q
<br />UPPER LEVEL MULTI -PLY STUD GROUPS BELOW ALL GIRDER LOCATIONS TO BE CONTINUOUS THROUGH FLOOR ��� •• �,\ `SF•'•, �� U
<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. * ; • N�o uigned by;
<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 z
<br />THICKNESS AND MATCHING WALL STUD SPECIFICATIONS AS NOTED ON STRUCTURAL PLAN, UNO. •
<br />9. EXTERIOR WALL DESIGN ASSUMES CONTINUOUSLY SHEATHED WITH OSB OR PLYWOOD i O. 3F4671 D TAT E F Dj,<F ��►
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<br />REVISIONS: 9
<br />No. Description Date o
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<br />CMUIMETAL CONNECTOR ENGINEERING
<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 />1 MSTA24 TYPE OF STRAP CONNECTING HEADER TO JACK STUD
<br />1 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
<br />(2) 2x10 - 1 / 2 NUMBER OF KING STUDS EACH SIDE OF OPENING
<br />NUMBER OF JACK STUDS EACH SIDE OF OPENING
<br />DEPTH OF LOAD -BEARING #2 SYP HEADER
<br />NUMBER OF PLIES IN HEADER
<br />ENGINEERED LUMBER HEADER FRAMING KEYNOTE
<br />NUMBER OF KING STUDS EACH SIDE OF OPENING
<br />NUMBER OF JACK STUDS EACH SIDE OF OPENING
<br />HEADER MATERIAL (LSL, LVL, PSL, OR SYS42)
<br />DEPTH OF LOAD -BEARING EWP HEADER
<br />NUMBER OF PLIES IN HEADER (1 %" WIDE UNO)
<br />HEADER FRAMING
<br />1. ALL HEADER JACK AND KING STU DS SHALL BE FASTENED TO EACH OTHER WITH (2) ROWS 10d @ 8" O.C.
<br />STAGGERED.
<br />2. NON BEARING HEADERS: DUE TO LIGHTLY LOADED CONDITIONS, 38" OR LESS CLEAR -OPENINGS IN AN
<br />EXTERIOR WALL DO NOT REQUIRE LOAD BEARING HEADER, SEE PLAN.
<br />3. FASTEN ALL MULTI -PLY HEADERS TOGETHER WITH (2) ROWS 1 Od @ 8" O.C., STAGGERED ALONG EACH EDGE.
<br />4. FASTEN ALL HEADERS TO KING STUDS WITH (3)8d TOE NAILS .
<br />5. IF HEADER NOT SPECIFIED, CONTACT ENGINEER OF RECORD.
<br />6. LINO ON PLAN, MIN (1) SDWC15600 TOP PLT TO KING STUD AND (1) SDWC15450 KING STUD TO BOTTOM PLATE
<br />CONNECTION REQUIRED EACH SIDE OF OPENING (NO CONNECTION REQUIRED FOR OPENINGS AT FIRST
<br />FLOOR HEADER WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE.
<br />7. TOP PLATE TO HEADER CONNECTION PER ONE OF THE FOLLOWING (NO CONNECTION REQUIRED FOR
<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
<br />• SPH w/ (12) 10d x 1- Yi' @ 16" O.C. OR
<br />• DSP w/ (14) 10d x 1-'/z" @ 16" O.C. OR
<br />• FASTEN TRUSS DIRECTLY TO HEADER w/ MTS OR HTS w/ (14) 1 Od x 1 '/z' (OR EQUAL APPROVED BY EOR).
<br />8. CRIPPLE BLOCKS BELOW LOAD -BEARING HEADERS MAY BE FRAMED AT 24" O.C.
<br />
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