|
)ocuSign Envelope ID: FC92AECD-24F5-4BB9-BDF9 r 34 AC
<br />DESIGN CRITERIA AND LOAD -
<br />Building Code
<br />Florida Building and Residential Codes 6'
<br />Ecitlon 20
<br />Code for Desiqn Loads
<br />ANSI/ASCE 7
<br />ROOF LOADING'......... ..
<br />C, 1 2`_
<br />TOP CHORD LIVE LOAD _.
<br />20 PSF
<br />TOP CHORD DEAD LOAD.... ..
<br />7 PSF : ILL
<br />BOTTOM CHORD LIVE LOAD
<br />ATTICS WITH LIMITED STORAGE
<br />20 PSF
<br />ATTICS WITHOUT STORAGE
<br />10 PSF
<br />I NON-CijNt K
<br />BOTTOM CHORD DEAD LOAD
<br />- PSF
<br />WIND LOADING........ ................... _ .
<br />C 1 6
<br />ASCE 7-10, 3S GUST ....... ...
<br />139 MPI !
<br />BASIC WIND SPEED
<br />EXPOSURE CATEGORY....._ -
<br />C
<br />BUILDING CATEGORY...... -
<br />II
<br />ENCLOSURE CLASSIFICATION
<br />ENCLOSEL
<br />INTERNAL PRESSURE COEFF..
<br />0 18
<br />C&C DESIGN PRESSURES- -
<br />,SEE T ABLL
<br />FLOOR LOADING........ .... ...
<br />C, = 1 'K,
<br />TOP CHORD LIVE LOAD ....
<br />40 PSF
<br />TOP CHORD DEAD LOAD... -
<br />10 PSF
<br />BOTTOM CHORD LIVE LOAD-
<br />0 PSF
<br />BOTTOM CHORD DEAD LOAD
<br />PSF
<br />SPECIAL FLOOR (GAME ROOM) 1_OADIN1
<br />TOP CHORD LIVE LOAD.....
<br />TOP CHORD DEAD LOAD....
<br />BOTTOM CHORD LIVE LOAD
<br />BOTTOM CHORD DEAD LOAD
<br />t" F
<br />MAXIMUM FLOOR TRUSS SPACING
<br />_
<br />DEFLECTION CRITERIA
<br />L :.;
<br />ROOF TRUSSES ................
<br />L ' 1
<br />L M,{h
<br />LL ,s:
<br />L
<br />OPEN WEB FLOOR TRUSSES
<br />LLB 8
<br />TL _4C
<br />WOOD I JOISTS ...................... .
<br />TL MAX
<br />LL s6C:
<br />BEAMS' .................. ........ -
<br />TL 240
<br />NOTES:
<br />1. PORCH BEAMS AND BEAMS SUPPORTING EXTERII `t
<br />ABOVE SHALL NOT EXCEED Y:" DEFLECTION
<br />TABLE 1: COMPONENT AND
<br />CLADDING DESIGN PRESSUR.E�1.
<br />WINDOWS AND DOORS
<br />EFFECTIVE ZONE DE SIGNAT ION
<br />WIND AREA IZ - Interior Zone (psf_L EZ En,, I
<br />0-20 ft2
<br />+28.54 )10 9(-
<br />+27 17
<br />+25,52 9
<br />+24.25 -26 6-
<br />2,'
<br />>
<br />+25
<br />+24 .
<br />21 - 50 ft2
<br />51 100 ft2
<br />101 - 200 ft2
<br />_-
<br />VINYL SOFFIT MAX PRESSURE, psf)- +2r', .
<br />-
<br />GARAGE DOOR PRESSURE - +2-_ -
<br />END ZONE KEY MAP
<br />END ZONE: END ZONES SHALL BE TAKL N
<br />AS THE 1ST 4.0' PER FIGURE R301 2 (7
<br />1STF 0R
<br />4.0 FT
<br />(TYP)
<br />LND Z
<br />-L)E-S1c
<br />TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
<br />vnTGc 'z e
<br />0 O
<br />STUCCO AND DIRECTLY
<br />MIN 15/32" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR (% " 24/16
<br />ADHERED STONE
<br />INSTALLED HORIZONTALLY) W/ 8d COMMON 6" O C AT PANEL EDGES. 12" O.0 IN THE
<br />^
<br />I- N
<br />(NOTE 6)
<br />FIELD. 2x4 BLOCKING IS RECOMMENDED AT UNSUPPORTED PANEL EDGES.
<br />XQW
<br />w
<br />w �
<br />JcO
<br />z
<br />ALL OTHER VENEER
<br />MIN %s " 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL
<br />J J
<br />(NOTE 8)
<br />W/ 8d COMMON: 6" O.0 EDGES AND FIELD (UNBLOCKED HORIZONTAL PANEL EDGES);
<br />6" O.C. AT PANEL EDGES, 12" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES)
<br />TILE ROOF
<br />MIN 1%2" 32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION
<br />Y 0
<br />J z
<br />(NOTE 7)
<br />PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS. 4" O.0 AT PANEL EDGES AND
<br />' = I,J
<br />8" O.C. IN THE FIELD
<br />O w O
<br />z
<br />SHINGLE AND METAL ROOF
<br />MIN'/5' 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION
<br />0 c=i> -
<br />(NOTE 9)
<br />PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS: 6" O.0 AT PANEL EDGES, 12"
<br />O.C. IN THE FIELD.
<br />FLOOR DECK SHEATHING:
<br />2Y32" 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 Ys" OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d
<br />TORCH 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 %4" LONG SCREWS @
<br />4" O.C. EDGES, 8" O.C. FIELD
<br />NOTES
<br />1 FOR SHEATHING THICKNESS GREATER THAN 's/32" CATEGORY (32/16 SPAN RATING). USE 10d RING SHANK NAILS IN LIEU OF 8d RING
<br />SHANK NAILS. (0.148" x 3" LONG).
<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'JIJOOD 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 />FLOOR FASTENERS ARE MINIMUM REQUIRED FOR DIAPHRAGM DESIGN FOR INCREASED FLOOR PERFORMANCE AND TO HELP
<br />REDUCE SQUEAKING, 8d RING SHANK NAILS OR 8d SCREW NAILS ARE RECOMMENDED.
<br />`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 />n
<br />SPECIFICATIONS. INCLUDES FULL AND PART
<br />IAL HEIGHT VENEER APPLICATIONS.
<br />PLYWOOD IS A WARRANTY LIMITATION COMMON TO TILE MANUFACTURER'S MINIMUM RECOMMENDATIONS. SHOULD WARRANTY
<br />5
<br />AND INSTALLATION REQUIREMENTS ALLOW, 1/32 APA RATED OSB OR EQUAL MAY BE USED TO SUPPORT TILE ROOF.
<br />WOOD STRUCTURAL PANEL MAY BE INSTALLED VERTICALLY OR HORIZONTALLY W/ UNBLOCKED HORIZONTAL PANEL EDGES.
<br />MINIMUM STRUCTURAL ROOF SHEATHING REQUIREMENTS FOR METAL ROOF CLADDING IS SAME AS SHINGLE ROOF. SHOULD ROOF
<br />MANUFACTURER'S INSTALLATION DRAWINGS REQUIRE SPECIFIC ROOF SHEATHING EXCEEDING THE STRUCTURAL MINIMUM,
<br />CONTRACTOR SHALL PROVIDE ROOF SHEATHING IN ACCORDANCE WITH ROOFING SPECIFICATIONS.
<br />TABLE 4: NAIL SIZE LEGEND TABLE 5: FASTENERS IN
<br />NOTES 1, 2, 3, 4
<br />DIAMETER
<br />LENGTH
<br />8d COMMON
<br />0.131"
<br />2-'/2"
<br />8d RINGSHANK
<br />0.113"
<br />2 Y8"
<br />10d x 1-'/2"
<br />0.148"
<br />1-'/2"
<br />10d
<br />0.131"
<br />3"
<br />10d COMMON
<br />0.148"
<br />3"
<br />12d COMMON
<br />0.148"
<br />3-'/4"
<br />16d SINKER
<br />0.148"
<br />3-'/4"
<br />16d COMMON
<br />0.162"
<br />3-'/2"
<br />PRESSURE TREATED LUMBER
<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. INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED.
<br />NOTES
<br />2 COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS
<br />1 SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON
<br />SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM
<br />CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY
<br />F1667. NOMINAL DIAMETER SIZES APPLY TO FASTENERS
<br />EXPOSED TO EARTH OR WEATHER AND HAVE BEEN PROVEN
<br />BEFORE APPLICATION OF PROTECTIVE COATING.
<br />TO BE NON -CORROSIVE TO CARBON STEEL FASTENERS.
<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 />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 (ONO).
<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 1/" 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 APPROVED CHEMICAL SOIL TREATMENT 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 />-- 1� ROOF ORI F ooNEERED R TRUSSES FABRICATED
<br />OSSES C�cACHIEVE EIRO OOF PSTSLANES 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 />2 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 />3 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 />4 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 />5 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 />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 />(8)%X 1 '/2" SIDS SCREWS
<br />(8)%" x 1'/2' WS15-GC
<br />DTT2Z
<br />IN STUD''Y2" 0 X 4'Y2"
<br />WOOD SCREWS IN STUD
<br />(NOTE 2)
<br />EMBED EPDXY OR
<br />DTB-TZ
<br />1/20 x 4'/2" EMBED EPDXY
<br />SCREW ANCHOR
<br />OR SCREW ANCHOR
<br />(18)0.162"x2'/2"IN
<br />(18)0.162"x2'/2"IN
<br />HTT4
<br />STUD/BEAM/TRUSS
<br />STUD/BEAM/TRUSS
<br />(NOTE 2)
<br />%" 0 x 6" EMBED ANCHOR
<br />HTT45
<br />0 x 6" EMBED ANCHOR
<br />IN CONCRETE
<br />IN CONCRETE
<br />(26)0.162"x2'/2"IN
<br />(26)0.162"x2'/2"IN
<br />HTT5
<br />STUD/BEAM/TRUSS
<br />STUD/BEAM/TRUSS
<br />(NOTE 2)
<br />�8" 0 x 6" EMBED ANCHOR
<br />HTT45
<br />48" 0 x 6" EMBED ANCHOR
<br />IN CONCRETE
<br />IN CONCRETE
<br />(20)%" x 3" SIDS SCREWS
<br />(24) 3" WS IN STUD
<br />HDQ8-SDS3
<br />IN STUD GROUP
<br />PHD8
<br />GROUP' " 0 x 12" EMBED
<br />a
<br />7/8" 0 x 12" EMBED
<br />ANCHOR IN CONCRETE
<br />ANCHOR IN CONCRETE
<br />(7) 10d x 1 '/2" IN TRUSS
<br />(7) 10d x 1 '/2" IN TRUSS
<br />META12
<br />4" WET EMBED IN
<br />HTA16-18
<br />4" WET EMBED IN
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />(8) 10d x 1 %" IN TRUSS
<br />(9) 10d x 1 %" IN TRUSS
<br />META20
<br />4" WET EMBED IN
<br />HTA20-18
<br />4" WET EMBED IN
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />ABU44
<br />(12) 16d COMMON NAILS
<br />PAU44
<br />(12) 16d COMMON NAILS
<br />(NOTE 6)
<br />48" 0 x 7" EMBED EPDXY
<br />%" 0 x 7" EMBED EPDXY
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />ABU66
<br />%" 0 x 7" EMBED EPDXY
<br />PAU66
<br />%s 0 x 7" EMBED EPDXY
<br />NOTE 6
<br />( T A 12" EMBED A GARAGE
<br />( 12" EMBED AT GARAGE
<br />DOOR RETURNS)
<br />DOOR RETURNS)
<br />(14) 16d COMMON IN
<br />HD� 8,
<br />(14) 16d COMMON IN
<br />HUCC488,
<br />HEADER
<br />HEADER
<br />HU
<br />HUC28-2
<br />(6) 10d COMMON IN BEAM
<br />HD28-2
<br />HD28-21F
<br />(6) 10d COMMON IN BEAM
<br />HU410,
<br />(18) 16d COMMON IN
<br />HD410,
<br />(18) 16d COMMON IN
<br />HUC410,
<br />HEADER
<br />HD4101F,
<br />HEADER
<br />HU210-2,
<br />(10) 10d COMMON IN
<br />HD210-2,
<br />(10) 10d COMMON IN
<br />HUC210-2
<br />BEAM
<br />HD210-21F
<br />BEAM
<br />(22) 16d COMMON IN
<br />(22) 16d COMMON IN
<br />HUC212-2
<br />HEADER
<br />HD212-21F
<br />HEADER
<br />10 10d COMMON IN BEAM
<br />10 10d COMMON IN BEAM
<br />(4)'W' x 1 '/2" SIDS SCREW
<br />(4)'/4" x 1'/2" WS15 SCREWS
<br />IN TRUSS/RAFTER
<br />IN TRUSS/ RAFTER
<br />HGA10KT
<br />(4)%" x 3" SIDS SCREWS
<br />HGA10
<br />(4) %" x 3" WS3 SCREWS
<br />IN TOP PLATE
<br />IN TOP PLATE
<br />(4) SDS''/4" x 1 '/2' SCREWS
<br />(4)'/4" x 1'/2" WS15 SCREWS
<br />HGAM10KT
<br />IN TRUSS/RAFTER
<br />HGAM10KT
<br />IN TRUSS/ RAFTER
<br />(4) %" x V/4" WEDGE BOLT
<br />(4) W' x 2'/<" TITEN SCREWS
<br />IN MASONRY
<br />OR EQUIVALENT IN
<br />MASONRY
<br />SIMPSON
<br />SIMPSON FASTENERS
<br />MITEK
<br />USP FASTENERS 1
<br />(9) 10d COMMON
<br />(9) 10d
<br />CS18
<br />EACH END
<br />CS20
<br />COMMON
<br />EACH END
<br />MTS12
<br />(7) 10d x 1 ''/2"
<br />MTW12
<br />(7) 10d x 1
<br />EACH END
<br />EACH END
<br />1
<br />MSTA24
<br />(9) 10d COMMON
<br />MSTA24
<br />(9) 10d COMMON
<br />EACH END
<br />EACH END
<br />MSTA36
<br />(13) 10d COMMON
<br />MSTA36
<br />(13) 10d COMMON
<br />EACH END
<br />EACH END
<br />(7) 10d COMMON IN
<br />(7) 10d COMMON IN
<br />MSTAM36
<br />WOOD FRAMING
<br />MSTAM36
<br />WOOD FRAMING
<br />(4) %" x 2 ''/4" TITEN
<br />(5) '/a" x 2 '/.t" TAPCON IN
<br />SCREWS IN MASONRY
<br />MASONRY
<br />(11)10dx1'Y2"IN
<br />(.11)10dx1'.' IN 1
<br />HTS20
<br />TRUSS/RAFTER
<br />HTW20
<br />TRUSS/RAF ER
<br />(11) 10d x 1 %." IN
<br />(11) 10d x 1 '.- IN
<br />STUD
<br />STUD
<br />(12) 10d x 1 '/1" IN
<br />(8) 10d x 11/," IN
<br />HTSM20
<br />TRUSS/RAFTER
<br />HTWM20
<br />TRUSS/RAFTF f
<br />(12) 10d x 1 1/2" IN
<br />(4) %" x 3" WEDGE L
<br />STUD
<br />OR EQUIVALENT I}
<br />(5) 8d x 1'/2" IN
<br />(5) 8d x 1 1 12i v
<br />H2.5T/
<br />TRUSS
<br />RT7/
<br />TRUSS
<br />HA8
<br />,„
<br />5 8dx1/2 IN
<br />( )
<br />RT7AT
<br />,.,
<br />5 cd x 1 / I'J
<br />TOP PLATE
<br />TOP PLATE
<br />(5) 10d x 1'/2" IN
<br />(5) 10d x 1 % ' N
<br />TRUSS
<br />TRUSS
<br />H8
<br />(5) 10d x 1'/2" IN
<br />RTBA
<br />(5) 10d x 1 % IN
<br />TOP PLATE
<br />TOP PLATE
<br />(16) 10d COMMON O
<br />TRUSS/RAFTER
<br />TRUSS/RAF1 E f .
<br />LGT2
<br />(7) �%" x 2 '/<" TITEN
<br />LUGT2
<br />(5) O" x 3" WEDGE GC,LT
<br />SCREWS IN MASONRY
<br />OR EQUIVALE!dl
<br />(26) 16d SINKER
<br />(28) 16d SINKER IN 'v, J-L
<br />LGT3
<br />IN WALL FRAMING
<br />LUGT3
<br />FRAMING
<br />(12) SDS 'W' x 2 %2"
<br />(12) WS25 '/," x
<br />IN TRUSS
<br />IN TRUSS
<br />SDWC14500, SDWC15600
<br />NO USP EQUIVALENT
<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 AL I E RNF, _.S.
<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 />'/4" 0 x 2'/4" TITENS ILO 16d. CONCRETE REQUIRES EQUIVALENT NUMBER OF %" 0 x 1 '/4" 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. ENGINEER OF RECORD RECOMMENDS, BUT DOES NOT REQUIRE, ALL RUNNING BOND MASONRY WALLS TO BE EQUIPPED w/ 9
<br />GAUGE LADDER TYPE HORIZONTAL JOINT REINFORCEMENT AT EVERY OTHER COURSE.
<br />3. SHOULD LIMITED AREAS OF STACK BOND MASONRY EXIST, EVERY OTHER COURSE SHALL BE EQUIPPED w/ 9 GAUGE LADDER
<br />TYPE HORIZONTAL JOINT REINFORCEMENT
<br />4. ALL GROUT TO MIXED PER ASTM C476 STANDARDS. fc = 2,500 PSI.
<br />5. VERTICAL WALL REINFORCING TO BE ASTM A615 GRADE 60 REBAR.
<br />6. LAPS BETWEEN VERTICAL REINFORCING AND DOWELS TO BE 25".
<br />T VERTICAL REINFORCING TO HAVE 10" STANDARD HOOK INTO BOND BEAM. DOWEL TO HAVE 10" STANDARD HOOK INTO FOOTING .
<br />8. PRE -CAST MASONRY LINTELS: SEE "TYPICAL PRE -CAST LINTEL OPTIONS" DETAIL ON STRUCTURAL DETAIL SHEET
<br />9. PROVIDE MOISTURE BARRIER FOR ALL UNTREATED LUMBER IN CONTACT WITH MASONRY OR CONCRETE.
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<br />This item has been 0 I]
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<br />,it; l' ;E T 16. GGNNU3TOR ENGINEERING
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